NC0020591_Regional Office Historical File Pre 2018 (6)

RECEIVED
DIVISION OF WATER QUALITY
A
Y � FEB 0 7 2013
NCDENR SVVP SECTION
North Carolina Department of Environment and Natural Resources VILLE REGIONAL OFFICE
Division of Water Quality
Pat McCrory Charles Wakild, P.E. John E. Skvarla, Ill
Governor Director Secretary
February 5, 2013
Mr. Larry Pressley, P.E., Interim City Manager
City of Statesville
Post Office Box 1111
Statesville, North Carolina 28677
SUBJECT: Authorization to Construct
A to C No. 020591A03
City of Statesville
Third Creek Wastewater Treatment Plant Expansion
SRF Project No. CS370395-03
Dear Mr. Pressley:
A letter of request for an Authorization to Construct was received December 3, 2012,by
the Division of Water Quality(Division), and final plans and specifications for the subject
project have been reviewed and found to be satisfactory. Authorization is hereby granted for the
construction of modifications to the existing 4.0 MGD Third Creek Wastewater Treatment Plant,
with discharge of treated wastewater into Third Creek in the Yadkin-Pee Dee Basin.
This authorization results in an increase in design and permitted capacity to 6.0 MGD,
and is awarded for the construction of the following specific modifications:
Installation of two (2)mechanical bar screens each rated for a peak flow of 22.5
MGD with screenings washer/compactor and conveyor; an influent pump station
with four(4) 3,500 gpm pumps; dual grit vortex removal systems, each chamber
rated for 15.0 MGD peak flow with a 250 gpm grit pump, and one grit classifier
and screenings screw conveyor; an aerobic reactor flow splitter box; a dual train
oxidation ditch biological nutrient removal treatment system, with each train
consisting of three (3) 56,300 gallon(each) anaerobic basins each equipped with a
3 Hp mixer, a 0.399 MG anoxic basin equipped with a 10 Hp mixer, and a 2.434
MG aerobic oxidation ditch equipped with two (2) 125 Hp surface aerators and a
recycle flow control gate; a clarifier flow splitter box; two (2) 110 ft diameter, 18
foot side water depth clarifiers; a new RAS/WAS pump station with three (3)
2,905 gpm RAS/WAS pumps; a 234,000 gallon dual-channel chlorine contact
basin; an 8,200 gallon dechlorination basin; a 79,000 gallon post aeration basin
with two (2) 15 hp floating surface aerators; a liquid sodium bisulfate storage and
1617 Mail Service Center,Raleigh,North Carolina 27699-1617 One
Location:512 N.Salisbury St.Raleigh,North Carolina 27604 NO �aT O�llla
Phone:[phone]\FAX:[phone] atura!!r�
Internet:www.ncwateroualitv.orq
An Equal Opportunity\Affirmative Action Employer

City of Statesville
Third Creek Wastewater Treatment Plant Expansion
A To C No. 020591A03
Issued February 5, 2013
Engineer's Certification
I, , as a duly registered Professional Engineer in
the State of North Carolina, having been authorized to observe (periodically/weekly/full time)
the construction of the modifications and improvements to the Third Creek WWTP, located on
444 Third Creek Road in Iredell County for the City of Statesville, hereby state that, to the best
of my abilities, due care and diligence was used in the observation of the following construction:
Installation of two (2)mechanical bar screens each rated for a peak flow of 22.5
MGD with screenings washer/compactor and conveyor; an influent pump station
with four(4) 3,500 gpm pumps; dual grit vortex removal systems, each chamber
rated for 15.0 MGD peak flow with a 250 gpm grit pump, and one grit classifier
and screenings screw conveyor; an aerobic reactor flow splitter box; a dual train
oxidation ditch biological nutrient removal treatment system, with each train
consisting of three (3) 56,300 gallon(each) anaerobic basins each equipped with a
3 Hp mixer, a 0.399 MG anoxic basin equipped with a 10 Hp mixer, and a 2.434
MG aerobic oxidation ditch equipped with two (2) 125 Hp surface aerators and a
recycle flow control gate; a clarifier flow splitter box; two (2) 110 ft diameter, 18
foot side water depth clarifiers; a new RAS/WAS pump station with three(3)
2,905 gpm RAS/WAS pumps; a 234,000 gallon dual-channel chlorine contact
basin; an 8,200 gallon dechlorination basin; a 79,000 gallon post aeration basin
with two (2) 15 hp floating surface aerators; a liquid sodium bisulfate storage and
feed system; the addition of three(3) 25 Hp floating surface aerators in the
existing 0.93 MG aerobic digester; a dual 300 gpm sludge pump station;
conversion of an existing 2.40 MG aeration basin to an aerobic digester including
six (6) 60 Hp mixers; a refrigerated composite sampler; a 750 kW emergency
generator; yard piping and appurtenances, electrical controls, instrumentation, and
site work, in conformity with the project plans, specifications, and other
supporting data subsequently filed and approved by the Department of
Environment and Natural Resources.
I certify that the construction of the above referenced project was observed to be built within
substantial compliance and intent of the approved plans and specifications.
We understand that the new limits associated with the modifications to expand to 6.0 MGD now
apply.
Signature Registration No.
Date
Mail this Certification to: Attn: Ken Pohlig,P.E.
Infrastructure Finance Section
DENR/DWQ
1633 Mail Service Center
Raleigh, NC 27699-1633 \
ta.pf L T
A M r

A:•A
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P. E. John E. Skvarla, Ill
Governor Director Secretary
February 5, 2012
Mr. Larry Pressley, P.E., Interim City Manager
City of Statesville
Post Office Box 1111
Statesville, North Carolina 28677
SUBJECT: City of Statesville
Third Creek Wastewater Treatment Plant Expansion
Approval of the Plans and Specifications
SRF No. CS370395-03
Dear Mr. Pressley:
The review for completeness and adequacy of the project construction plans and
specifications has been concluded by the Infrastructure Finance Section of the North Carolina
Division of Water Quality. Therefore, said plan documents are hereby approved. Eligibility for
Revolving Loan funding is determined as follows:
Eligible
Installation of two (2)mechanical bar screens each rated for a peak flow of 22.5 MGD with
screenings washer/compactor and conveyor; an influent pump station with four(4) 3,500 gpm
pumps; dual grit vortex removal systems, each chamber rated for 15.0 MGD peak flow with a
250 gpm grit pump, and one grit classifier and screenings screw conveyor; an aerobic reactor
flow splitter box; a dual train oxidation ditch biological nutrient removal treatment system, with
each train consisting of three(3) 56,300 gallon(each) anaerobic basins each equipped with a 3
Hp mixer, a 0.399 MG anoxic basin equipped with a 10 Hp mixer, and a 2.434 MG aerobic
oxidation ditch equipped with two (2) 125 Hp surface aerators and a recycle flow control gate; a
clarifier flow splitter box; two (2) 110 ft diameter, 18 foot side water depth clarifiers; a new
RAS/WAS pump station with three(3) 2,905 gpm RAS/WAS pumps; a 234,000 gallon dual-
channel chlorine contact basin; an 8,200 gallon dechlorination basin; a 79,000 gallon post
aeration basin with two (2) 15 hp floating surface aerators; a liquid sodium bisulfate storage and
feed system;the addition of three(3) 25 Hp floating surface aerators in the existing 0.93 MG
aerobic digester; a dual 300 gpm sludge pump station; conversion of an existing 2.40 MG
aeration basin to an aerobic digester including six (6) 60 Hp mixers; a refrigerated composite
Infrastructure Finance Section
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:512 N.Salisbury St.Raleigh,North Carolina 27604 NorthCarolina
Phone:[phone] FAX:[phone] leran1/�
Internet ifs.nc.aov ;Vat/gall"t
An Equal 0portunity\Affirmative Action Employer

Mr. Larry Pressley, P.E., Interim City Manager
February 5, 2013
Page Number 4
One(1) set of the final approved plans and specifications will be forwarded to you. One
(1) set of plans and specifications identical to the approved set must be available at the project
site at all times.
Upon completion of the project construction, the Recipient shall submit a letter confirming
that the project has been constructed in accordance with the plans and specifications approved by
the State. "As-built" plans will need to be submitted with any changes clearly documented on
the plans if the above confirmation cannot be made.
If there are any questions concerning this matter,please do not hesitate to contact
Seth Robertson, P.E. at(919) 707-9175.
S incerel
Kim H. Colson, P.E., Section Chief
Infrastructure Finance Section
Attachment
kp:sr
cc: Doug Chapman, P.E., McGill Associates,PA, 1240 19th Street Lane NW, Hickory, NC 28601
61)WQ Mot Regi
OSHA Bureau Chief, Wanda Lagoe
Ken Pohlig, P.E.
CIG
SRF File

AVA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E. REceivtilee Freeman
Governor Director DIVISION OF WATER cat°,66rtet6ry
December 20, 2012 DEC 2 8 2012
SWP
Mr. Larry Pressley, P.E., Interim City Manager MOORESVILLE REGIONAL OFFICE
ICE
City of Statesville
Post Office Box 1111
Statesville, North Carolina 28677
SUBJECT: Request for Additional Information
City of Statesville
Third Creek Wastewater Treatment Plant
Expansion
ATC No. 020591A03
Project No. CS370395-03
Iredell County
Dear Mr. Pressley:
A review of the plans and specifications in support of the request for an Authorization to
Construct has been completed by the Infrastructure Finance Section(IFS). The comments
resulting from this review are being transmitted directly to your engineer for clarification and •
resolution; a copy is attached for your reference. Our goal is to issue the Authorization to
Construct and approve the plans and specifications as soon as possible. If a complete response
is not received within 30 days,the application and supporting information will be returned
in accordance with 15A NCAC 02T .0107(e)(2). Projects not meeting required funding
deadlines will lose assurance of funding through the Clean Water State Revolving Fund
(CWSRF) program.
Upon receipt of satisfactory responses from your engineer to our comments,the review
of the plan documents will be completed. If you have any questions concerning this matter,
please do not hesitate to contact me at(919) 707-9170.
Sincerely,
XL-411e1A.
Ken Pohlig,P.E.
Infrastructure Finance Section
Design Management Unit
kp/dr
Attachment to all
cc: Dou Cha man,P.E., McGill Associates,PA, 1240 19th Street Lane NW, Hickory, NC 28601
Seth Robertson,P.E., Supervisor
Ken Pohlig,P.E.
Infrastructure Finance Section
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:8"Floor Archdale Building,512 N.Salisbury St.Raleigh,North Carolina 27604 NorthCarolina
Phone:[phone]\FAX:[phone]
Internet:www.ncwaterquality.org Naturally
An Equal Opportunity 1 Affirmative Action Employer

PMB/SRF File
Infrastructure Finance Section
Design Management Unit
City of Statesville
Third Creek Wastewater Treatment Plant Expansion
ATC No. 020591A03
Project No. CS370395-03
Iredell County
Request for Additional Information
General Comments
(1) Projects not approved by March 1, 2013 will lose assurance of funding and must reapply for
CWSRF funds under the current competitive priority system. No exceptions will be made to
funding deadlines.
Review of Calculations
(2) The Section 3 (BNR Process) of the Design Calculations,bottom of page 3-7, indicate that the
BNR system consists of three(3)parallel trains. See also This apparently was the original
design(for 8 MGD we assume). Please correct this portion of the calculations, and also
please verify that the anaerobic, anoxic and oxidation ditch volumes are correct. Please verify
that these volumes listed are max. water(high water level)volumes), with the appropriate
freeboard.
(3) The Section 3.3 (BNR Process) of the Design Calculations,page 3-10,have RAS pump
calculations. There are also WAS pump hydraulic calculations provided,but no WAS pump
specifications/pump curves are provided. Please provide this
(4) Regarding the Buoyancy Calculations,no calculations were provided for the RAS/WAS Pump
Station, as it was stated that the 100-year flood elevation is the same as the bottom slab
elevation. However,we still recommend that Buoyancy Calculations be performed on the
WAS/WAS Pump Station using the worst case of saturated conditions near ground level.
Review of Plans
(5) Sheet C-102 Overall Piping Plan
There is an approximately 500-foot 16-inch RAS line from the RAS/WAS Pump Station to the
Oxidation Ditches. However, it is not evident that there is a WAS line from the RAS/WAS
Pump Station to the Digesters, as shown on the Process Flow Diagram(Sheet G-104). Please
show this.

(6) Sheet C-114 Piping Plan, Area 3
(a) The"Influent Force Main"from the Influent Pump Station to the Grit System is labeled
as a 20-inch pipe,but should be labeled as a 24-inch pipe(see Sheet C-150).
(b) Please compare with the section view on Sheet C-152 (from manhole#4 to MH#3 to
MH#2 to Headworks Structure). It appears that certain manholes are not consistent in
their labeling. For example: Sheet C-114 indicates that Manhole 1A is immediately
upgradient of Headworks Facility, whereas Sheet C-152 indicates it is Manhole#2
immediately upgradient. It also appears that invert elevations are not consistent from
these two sheets. Also, in checking the manhole invert elevations with the Design
Calculations (see page 2-2 to 2-3),the elevations do not always match.
(c) Please check the manhole inverts (unlabeled)on the 18-inch gravity pipe just up from
Manhole#1A.
(7) Sheets C-117 and C-120 Piping Plan, Area 6 and Oxidation Ditch Site Plan
The 16-inch RAS pipe is directed to a T with valves on either side, with one side feeding into
the 36-inch line from the Grit Removal System to the Flow Splitter Box, and the other side of
the T going to both Oxidation Ditches. It is not clear why the 16-inch RAS pipe does not
simply terminate into the Flow Splitter Box, in order to gain a true 50/50 split for the Oxidation
Ditches. Using this simple approach, much valving, piping and connections are avoided. We
recommend this simpler approach.
(8) Sheet C-118 Piping Plan, Area 7
(a) The 16-inch RAS line feeding out of the RAS/WAS Pump Station is present on this
sheet,but not the WAS line to the Digesters. Please provide this. See Comment for
Sheet C-102.
(b) The RAS and WAS flow meter vaults do not show up in this sheet. (see RAS flow meter
vault on Sheet C-603).
(9) Sheet C-302 Headworks Facility
The Sluice Gate detail is on Sheet C-206, not C-207. Please correct this.
(10) Sheets C-302 and C-303 Headworks Facility
These sheets indicate that there are 6 typical pumps, etc(not 4). Please correct this.
(11) Sheet C-351 Grit System Facility
There is a note in the middle of this sheet which states that Grit System No. 2 equipment is
included as a Bid Alternate. However, the Bid Form does not include an Alternate for this item.
Also, please be specific as to what is included in this Bid Alternate.
(12) Sheet C-601 RAS/WAS Pump Station,Plan View
It is not clear where the WAS pumps are located. We assume that they will be added into the
next plan revision.

(13) Sheet C-603 RAS/WAS Pump Station, Section C-C
Please show where the RAS Flow Meter vault is located in Plan View. This vault does not
appear to show up in any Plan View sheets.
(14) Sheet C-802 Aerobic Digester Improvements
We see that converted Digester No. 2 has a proposed decanter. However, it does not appear that
Digester No. 1 has a decanter. Please indicate if there is a proposed decanter for Digester No. 1.
(15) Sheets C-804 and C804 Proposed Sludge Piping Details
It is not clear the purpose of all this piping on these sheets. Please provide an explanation.
(16) Sheet C-806 Proposed Sludge Pump Station
It is not clear if the proposed dual sludge pump in this sheet are described in the specifications.
Also, it does not appear that the Design Calculations describe these sludge pumps or provide
pump calculations. Please provide this, and describe what these pumps are used for.
Review of Specifications
(17) Bid Form
(a) Refer to comment on Sheet C-351. There is no Alternate Bid Item for Grit System No.
2.
(18) The SRF Special Conditions imbedded in the specifications are an older set. Please replace
this with the most recent document. These documents can be downloaded from our website:
http://portal.ncdenr.org/web/wq/ifs/approval/specs
(19) Wage Determination Schedule(under Davis-Bacon Act)
The most recently issued local Iredell county Wage Determination Schedule must be
included in the specifications in addition to the SRF Special Conditions. Please insert this
Wage Determination Schedule directly after the SRF Special Conditions. The local water
rates can be downloaded from the online website:
http://www.wdol.gov/dba.aspx#0
(20) Section 11312 Submersible Non-Clog Pumps Data Sheets
(a) We note that both the Influent Pumps and the RAAS Pumps have specifications for
"variable speed flow" in terms of flow and TDH. It is not clear what is meant by this.
We assume that this means that(for example, referring to the Influent Pump)the pump
shall have a reduced flow of 1,750 gpm using the VFD. Please clarify this. Also, we
note that the RAS Pump has a minimum flow specification of 800 gpm,but a variable
speed flow of 1,000 gpm. Please clarify the difference.
(b) Please verify that the pumps specified will operate with the specified reduced flows
without inducing cavitation(inlet recirculation). We are knowledgeable of cases where
VFDs have reduced pump speeds down to what was thought to be acceptable lower
speeds,but the pumps began to experience inlet cavitation problems.

We recommend that the VFD operation shall be limited to operate within the range of
75% to 120% of the best efficiency point(BEP) of the pump (regardless of the pump
speed).
(21) Section 11321 Vortex Grit Removal System
(a) Part 1.03(A) specifies that the grit removal system shall operate to a flow range of 2.0—
12.0 MGD with a headloss of 1/4 inch. Then later states that the unit should handle a
peak flow of 15 MGD,but without any headloss or removal efficiency. Since this unit
should be specified at a peak flow of 15 MGD, please add the headloss and removal
efficiency at 15 MGD.
(b) Please specify if the cyclone separator and grit classifier components should be freeze
protected for freezing weather.
(22) Section 11332 Self-Cleaning Perforated Panel Screens
Part 2.01(B.4) states that"the screen shall be capable of... 22.5 MGD". From this description,
we assume this means that each screen(there are 2 screens to be installed) shall be capable of a
peak flow of 22.5 MGD. Please make this clear.
(23) Section 11334 Screenings Washer and Compactor
Please specify if the washer and compactor should be freeze protected. We have heard that
some of these systems have trouble in freezing weather.
(24) Section 16231 Package Engine Generator
The generator power-generating specifications (750 kW) appear to be missing. Please add
them.

AVA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E. Dee Freeman
Governor Director Secretary
May 15, 2012
DIVISION ORECEIVED
VNA�'t:R QUALITY
Mr. Robert Hites, City Manager
City of Statesville MAY 1 7 2'J 12
Post Office Box 1111 MOORESVILLESWP CTION
REGfONgI OFFICE
Statesville, North Carolina 28687
SUBJECT: Engineering Report Approval
City of Statesville
Third Creek Wastewater Treatment Plant
Expansion to 6 MGD Engineering Report and
Environmental Information Document
Project No.: CS370395-03
Dear Mr. Pressley:
The Infrastructure Finance Section of the Division of Water Quality has completed its
review of the City of Statesville's Engineering Report and Environmental Information Document
for the Third Creek Wastewater Treatment Plant Expansion from 4.0 million gallons per day
(MGD)to 6 MGD. The proposed project includes: (1) a new 42-inch influent gravity sewer;
(2) new headworks with two mechanical influent screens; (3) an influent pump station with four
4,170 gallons per minute(gpm) pumps; (4) a 24-inch influent force main; (5) a vortex grit
removal unit; (6)two 3.0 MGD biological nutrient removal(BNR) treatment trains; (7) two
secondary clarifiers, each with a diameter of 110 feet; (8) chlorine contact structure with chlorine
addition,chlorine contact tank, non-potable water pumping, effluent metering, dechlorination,
post-aeration, and effluent sampling; (9) return activated sludge/waste activated sludge
(RAW/WAS)pump station with three pumps; (10) aerobic digestion modifications; and(11)
plant sewers,piping, valves, electrical, controls, SCADA, and related appurtenances.
The City of Statesville's Engineering Report and Environmental Information Document
for the Third Creek Wastewater Treatment Plant Expansion to 6 MGD is hereby approved.
In accordance with G.S. 120-157.1 through 157.9, enacted on June 24, 2011, local
government units with projects that require debt to be issued greater than $1,000,000 that must
go before the Local Government Commission must submit a letter to Committee Chairs,
Committee Assistant, and the Fiscal Research Division of the General Assembly at least 45 days
prior to presentation before the Local Government Commission. You are responsible for
submitting this letter. Additionally, a copy should be submitted to Mark Hubbard of the Project
Management Branch upon receipt of this approval letter.
Infrastructure Finance Section
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:8,h Floor Archdale Building,512 N.Salisbury St.Raleigh,North Carolina 27604 North Carolina
Phone:[phone]\FAX:[phone] //
Internet:www.ncwaternualitv.org Natural!
An Equal Opportunity 1 Affirmative Action Employer U

Mr. Robert Hites, City Manager
May 15,2012
Page 2 of 2
Please note that the milestones below must be met to maintain assurance of funding under
the Clean Water State Revolving Fund(CWSRF). In the event that any of these milestones are
not met, you must reapply under the new, competitive priority system if you wish to seek
CWSRF funding for this project. We will be accepting applications twice per year, and projects
will be funded based on priority and availability of funds.
Plans and Specifications (P&S) must be submitted by: December 3, 2012
Permitting and P&S approval must be completed by: March 1, 2013
CG&L's Authority to Award must be issued by: June 3, 2013
Construction contract(s) must be executed by: July 1, 2013
If you have any questions concerning this matter, please contact William H. (Bill)Bland,
Jr., P.E. of our staff at(919) 707-9183.
Sincerely
Kim H. Colson, P.E., Chief
Infrastructure Finance Section
whb
cc: City of Statesville—Larry Pressley, P.E., Assistant City Manager
McGill Associat .Whitford, P.E.
Jennifer M. Haynie, FEU Supervisor
Mark Hubbard, P.E., PMB Chief
William H. Bland, Jr., P.E.
Susan C. Kubacki
FEU/SRF

I Print FEU Status for Statesville CWSRF 2012 - Third Creek WWTP Expansion to 6 MG Close
Project Number: Project Status: Review Version: Review Status: Technical Reviewer: End Product Type: Date Last Updated:
CS370395-03 Ongoing 1st Revision In FEU Bill Bland FONSI 5/15/2012
Review Complete: ❑ Original Report Minor Issues Remain: ❑
Report In: Report to RO: Report to Agencies: Technical Comments Complete: Environmental Comments Complete: Review Package Sent:
1/3/2012 2/2/2012 2/6/2012
Review Complete: First Revision Minor Issues Remain: ❑�
Report In: Report to RO: Report to Agencies: Technical Comments Complete: Environmental Comments Complete: Review Package Sent:
3/9/2012
Review Complete: ❑ Second Revision Minor Issues Remain: ❑
Report In: Report to RO: Report to Agencies: Technical Comments Complete: Environmental Comments Complete: Review Package Sent:
Third Revision Minor Issues Remain: ❑
Report In: Report to RO: Report to Agencies: Technical Comments Complete: Environmental Comments Complete: Review Package Sent:
Review Complete: ❑ Fourth Revision Minor Issues Remain: ❑
Report In: Report to RO: Report to Agencies: Technical Comments Complete: Environmental Comments Complete: Review Package Sent:
Review Complete: ❑ End Document and Approval Process
Public Hearing DMCA/CE Date Public End Document iervisor Branch Chief Section Chief
Needed? Needed? Hearing Held/DMCA Advertised: Drafted: CV'eview: fr Review: Review:
(Checked means yes.) (Checked means yes.) 5/11/201
❑ ❑�
FONSI to State FONSI from State
CE/DMCA Sent: Clearinghouse: Clearinghouse: Approval Letter
(If applicable) (If applicable) (If applicable) Drafted: Approval Letter Signed: Project Withdrawn:
5/11/2012
May 15,2012 Page 1 of 1

RECEIVED
DIVISION OF WATER QUALITY
A721",,,,,,A MAY 1 2 2011
NCDENR SWP SECTION
MOORESVILLE REGIONAL OFFICE
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
May 6, 2011
Mr. Larry Pressley, P.E., Assistant City Manager
City of Statesville
Post Office Box 1111
Statesville, North Carolina 28677
SUBJECT: City of Statesville
A to C No. 020591A02
Transmittal of Approved Plans and Specifications
Project No. CS370395-03
Dear Mr. Pressley:
Enclosed is a copy of the plans and specifications, which were approved on May 2, 2011.
The subject documents have been stamped "approved" for your records. A copy is also being
forwarded to your engineer and to the Mooresville Regional Office. The Permittee should retain
these documents for the life of the facility.
Should you have questions regarding this matter, call me at(919) 715-6206.
Sincerely,
G
/ Seth Robertson, P.E., Supe isor
Design Management Unit
MM: sr
Enclosures
cc: Doug Chapman, P.E. - McGill Associates, P.A.
cceeele ay, . .
SRF File
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 NorthCaTolina
Phone:[phone] FAX:[phone] Customer Service:1-877-623-6748
Internet www.ncwaterquality.org Nature,
An Equal Opportunity\Affirmative Action Employer 4/

AVA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins RECEIVED Dee Freeman
Governor Director DIVISION OF WATER QUACI Secretary
May 2, 2011 MAY - 2011
SWP SECTION
Mr. Larry Pressley, P.E.,Assistant City Manager MOORESVILLE REGIONAL OFFICE
City of Statesville
Post Office Box 1111
Statesville,North Carolina 28677
SUBJECT: Authorization to Construct
A to C No:020591A02
City of Statesville
Third Creek WWTP
Iredell County
Project No. CS370395-03
Dear Mr. Pressley:
A letter of request for an Authorization to Construct was received January 28, 2011, by
the Division of Water Quality(Division), and final plans and specifications for the subject
project have been reviewed and found to be satisfactory. Authorization is hereby granted for the
construction of modifications to the existing 4.0 MGD Wastewater Treatment Plant, with
discharge of treated wastewater into Third Creek in the Yadkin-Pee Dee River Basin.
This authorization results in an increase in design and permitted capacity to 8.0 MGD,
and is awarded for the construction of the following specific modifications:
Installation of two (2)mechanical bar screens each rated for a peak flow of 22.5
MGD; an influent pump station with six(6) 3,500 gpm pumps; a dual chamber
•
grit removal system each chamber rated for 12.0 MGD peak flow and each
containing a 250 gpm self priming grit pump; an aerobic reactor distribution box;
a 7.3 MG three (3)train oxidation ditch biological nutrient removal treatment
system consisting of nine (9) anaerobic basins each equipped with one 3 hp mixer,
three (3)anoxic basins each equipped with one 10 hp mixer, three(3)oxidation
ditches each equipped with two (2) 125 hp surface aerators; a new RAS/WAS
pump station with four(4) 3,133 gpm RAS pumps and three (2) 540 WAS pumps;
three(3) 110 ft diameter clarifiers; a 234,000 gallon chlorine disinfection and
dechlorination system; a 94,787 gallon post aeration basin with two (2) 15 hp
floating surface aerators; the addition of three (3) 25 hp floating surface aerators
in the existing aerobic digester; conversion of an existing aeration basin to an
aerobic digester including six(6)60 hp mixers, in conformity with the project
plans, specifications, and other supporting data subsequently filed and approved
by the Department of Environment and Natural Resources.
1617 Mail Service Center,Raleigh,North Carolina 27699-1617 one
Location:512 N.Salisbury St.Raleigh,North Carolina 27604 North Carolina
Phone:[phone] FAX:[phone] Customer Service:1-877-623-6748 Internet:www.ncwaterquality.org Naturally
An Equal Opportunity\Affirmative Action Employer ;/

Mr. Larry Pressley, P.E., Assistant City Manager
May 2, 2011
Page 2
This Authorization to Construct is issued in accordance with Part III,Paragraph A of
NPDES Permit No.NC0020591 issued date April 26, 2011,and shall be subject to revocation
unless the wastewater treatment facilities are constructed in accordance with the conditions and
limitations specified in Permit No.NC0020591.
The sludge generated from these treatment facilities must be disposed of in accordance
with G.S. 143-215.1 and in a manner approved by the Division.
In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those as may
be required by the Division, such as the construction of additional or replacement wastewater
treatment or disposal facilities.
The Mooresville Regional Office,telephone number(704) 663-1699, shall be notified at
least forty-eight(48)hours in advance of operation of the installed facilities so that an on site
inspection can be made. Such notification to the regional supervisor shall be made during the
normal office hours from 8:00 a.m. until 5:00 p.m. on Monday through Friday, excluding State
Holidays.
Upon completion of construction and prior to operation of this permitted facility, a
certification must be received from a professional engineer certifying that the permitted facility
has been installed in accordance with the NPDES Permit,this Authorization to Construct and the
approved plans and specifications. Mail the Certification to: Construction Grants & Loans,
DWQ/DENR, 1633 Mail Service Center, Raleigh,NC 27699-1633.
Upon classification of the facility by the Certification Commission, the Permittee shall
employ a certified wastewater treatment plant operator to be in responsible charge (ORC) of the
wastewater treatment facilities. The operator must hold a certificate of the type and grade at
least equivalent to or greater than the classification assigned to the wastewater treatment
facilities by the Certification Commission.
The Permittee must also employ a certified back-up operator of the appropriate type and
grade to comply with the conditions of T15A:8G.0202. The ORC of the facility must visit each
Class I facility at least weekly and each Class II, III and IV facility at least daily, excluding
weekends and holidays, must properly manage the facility,must document daily operation and
maintenance of the facility, and must comply with all other conditions of T15A:8G.0202.
A copy of the approved plans and specifications shall be maintained on file by the
Permittee for the life of the facility.
During the construction of the proposed additions/modifications,the permittee shall
continue to properly maintain and operate the existing wastewater treatment facilities at all times,
and in such a manner, as necessary to comply with the effluent limits specified in the NPDES
Permit.

Mr. Larry Pressley, P.E.,Assistant City Manager
May 2, 2011
Page 3
You are reminded that it is mandatory for the project to be constructed in accordance
with the North Carolina Sedimentation Pollution Control Act, and when applicable, the North
Carolina Dam Safety Act. In addition, the specifications must clearly state what the contractor's
responsibilities shall be in complying with these Acts.
Prior to entering into any contract(s) for construction, the recipient must have obtained all
applicable permits from the State.
Failure to abide by the requirements contained in this Authorization to Construct may
subject the Permittee to an enforcement action by the Division in accordance with North
•
Carolina General Statute 143-215.6A to 143-215.6C.
The issuance of this Authorization to Construct does not preclude the Permittee from
complying with any and all statutes,rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal)which have jurisdiction.
One (1) set of approved plans and specifications is being forwarded to you. If you have
any questions or need additional information,please contact Seth Robertson, P.E. at telephone
number(919) 715-6206.
Sincerely,
. j -,--i—c--
rs/7,,,,„/iv,
Coleen H. Sullins
MM:sr
cc: Doug Chapman, P.E. - McGill Associates, P.A.DWQ
Iredell County I le a artment
Ullialiresvill flica Surface Water Protection
Technical Assistance and Certification Unit
Point Source Branch,NPDES Program
Michelle McKay, E.I.
SRF File

City of Statesville
A To C No. 020591A02
Project No. CS370395-03
Issued May 2, 2011
Engineer's Certification
I, , as a duly registered Professional Engineer in
the State of North Carolina, having been authorized to observe (periodically/weekly/full time)
the construction of the modifications and improvements to the Third Creek WWTP, located on
Third Creek Road in Iredell County for the City of Statesville, hereby state that, to the best of my
abilities, due care and diligence was used in the observation of the following construction:
Installation of two (2)mechanical bar screens each rated for a peak flow of 22.5
MGD; an influent pump station with six(6) 3,500 gpm pumps; a dual chamber
grit removal system each chamber rated for 12.0 MGD peak flow and each
containing a 250 gpm self priming grit pump; an aerobic reactor distribution box;
a 7.3 MG three (3)train oxidation ditch biological nutrient removal treatment
system consisting of nine (9) anaerobic basins each equipped with one 3 hp mixer,
three (3) anoxic basins each equipped with one 10 hp mixer, three (3) oxidation
ditches each equipped with two(2) 125 hp surface aerators; a new RAS/WAS
pump station with four(4) 3,133 gpm RAS pumps and three (2) 540 WAS pumps;
three (3) 110 ft diameter clarifiers; a 234,000 gallon chlorine disinfection and
dechlorination system; a 94,787 gallon post aeration basin with two (2) 15 hp
floating surface aerators; the addition of three(3)25 hp floating surface aerators
in the existing aerobic digester; conversion of an existing aeration basin to an
aerobic digester including six (6)60 hp mixers, in conformity with the project
plans, specifications, and other supporting data subsequently filed and approved
by the Department of Environment and Natural Resources.
I certify that the construction of the above referenced project was observed to be built within
substantial compliance and intent of the approved plans and specifications.
We understand that the new limits associated with the modifications to expand to 8.0 MGD now
apply.
Signature Registration No.
Date
Send to: Construction Grants & Loans
DENR/DWQ
1633 Mail Service Center SEA_
Raleigh,NC 27699-1633

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
May 2, 2011 RECEIVED
DIVISION OF WATER QUALITY
Mr. Larry Pressley,P.E. MAY - 6 2011
City of Statesville
Post Office Box 1111 svvsa SEC I ION
Statesville,North Carolina 28677 MOORESVILLE REGIONAL OFFICE
SUBJECT: City of Statesville
Third Creek WWTP
Improvements
Approval of the Plans and Specifications
SRF No. CS370395-03
Dear Mr. Pressley:
The review for completeness and adequacy of the project construction plans and
specifications has been concluded by the Construction Grants& Loans Section of the North
Carolina Division of Water Quality. Therefore, said plan documents are hereby approved.
Eligibility for Revolving Loan funding is determined as follows:
Eligible
Installation of two (2)mechanical bar screens each rated for a peak flow of 22.5 MGD; an
influent pump station with six (6) 3,500 gpm pumps; a dual chamber grit removal system each
chamber rated for 12.0 MGD peak flow and each containing a 250 gpm self priming grit pump;
an aerobic reactor distribution box; a 7.3 MG three (3)train oxidation ditch biological nutrient
removal treatment system consisting of nine (9) anaerobic basins each equipped with one 3 hp
mixer,three (3)anoxic basins each equipped with one 10 hp mixer, three (3) oxidation ditches
each equipped with two(2) 125 hp surface aerators; a new RAS/WAS pump station with four(4)
3,133 gpm RAS pumps and three(2) 540 WAS pumps; three (3) 110 ft diameter clarifiers; a
234,000 gallon chlorine disinfection and dechlorination system; a 94,787 gallon post aeration
basin with two (2) 15 hp floating surface aerators; the addition of three (3)25 hp floating surface
aerators in the existing aerobic digester; and conversion of an existing aeration basin to an
aerobic digester including six (6) 60 hp mixers.
Issuance of this approval letter does not imply availability of funding. Please note that the
Clean Water State Revolving Fund(CWSRF)program is now a full priority based system. Part
of this program change includes adhering to a schedule for submittal of applications through
contracting. This approach should move projects much quicker from an application for funding
through contracting. This new schedule is applicable to the subject project. Therefore,in order
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 NorthCarolina
Phone:[phone] FAX:[phone] Customer Service:1-877-623-6748
Internet:www.ncwaterquality.org Naturally
An Equal Opportunity\Affirmative Action Employer

Mr. Larry Pressley, P.E.
May 2, 2011
Page Number 2
to maintain assurance of funding an Authority to Award must be obtained by August 1,
2011 and all contracts must be executed by September 1,2011.
If any of these milestones are not met, you must reapply under the new, competitive
priority system if you wish to seek CWSRF funding for this project. The new priority system
accepts applications twice per year and projects will be funded based on priority and availability
of funds. We encourage you to try to complete these milestones well before the due date to build
in contingency time.
All encroachments, easements, agreements, and plan approvals must be obtained prior to
receiving Authority to Award.
In the event that received bids exceed the amount established through the funding offer,
and local funds are not adequate to award contract(s), it will be necessary to consider all
alternatives including redesign,re-advertising, and rebidding.
Neither the State nor Federal Government,nor any of its departments, agencies or
employees is or will be a party to the invitation to bids, addenda, any resulting contracts or
contract negotiations/changes.
If the Recipient does not maintain the court-sanctioned schedules which extended the
compliance date for complying with the final effluent limits established in the NPDES Permit,
then project costs incurred will not be eligible for Revolving Loan payments.
Your project is subject to the one-year performance certification requirements. By this,
you are required on the date one year after the completion of construction and initial operation of
the subject treatment facilities,to certify, based on your consulting engineer's advisement,
whether or not such treatment works meet the design performance, specifications and the permit
conditions and effluent limitations.
In accordance with the Federal Regulations, the Recipient is required to assure compliance
with the OSHA safety regulations on the subject project. In complying with this regulatory
responsibility,the Recipient should, by letter, invite the Bureau Chief, Education Training and
Technical Assistance Unit, NC OSHA Division, 1101 Mail Service Center, Raleigh,NC 27699-
1101 at(919) 807-2890, to participate in the Preconstruction Conference to assure that proper
emphasis is given on understanding and adhering to the OSHA regulations.
It is the responsibility of the Recipient and the Consulting Engineer to insure that the
project plan documents are in compliance with Amended N. C. G. S. 133-3 (ratified July 13,
1993). The administrative review and approval of these plans and specifications, and any
subsequent addenda or change order, do not imply approval of a restrictive specification for
bidding purposes; nor is it an authorization for noncompetitive procurement actions.

Mr. Larry Pressley, P.E.
May 2, 2011
Page Number 3
Any addenda to be issued for subject project plans and specifications must be submitted by
the Recipient such that adequate time is allowed for review/approval action by the State and for
subsequent bidder action prior to receipt of bids.
It is mandatory for project facilities to be constructed in accordance with the North
Carolina Sedimentation Pollution Control Act, and, when applicable,the North Carolina Dam
Safety Act. In addition,the specifications must clearly state what the contractors'responsibilities
shall be in complying with these Acts.
Prior to entering into any contract(s)for construction, the recipient must have obtained all
applicable project Permits from the State, including an Authorization to Construct and/or Non-
Discharge Permit.
While rejection of all bids is possible, such action may be taken only with prior State
concurrence,and only for good cause.
A goal of 8% of the contract price is established for Minority Business Enterprise(MBE)
participation in this project, and a goal of 5%of the contract price is established for Women's
Business Enterprise (WBE)participation in this project. The Recipient and Bidders shall make a
good-faith effort to assure that MBE's and WBE's are utilized, when possible, as sources of
goods and services. The good-faith effort must include the following affirmative steps: (a)
including small,minority, and women's businesses on solicitation lists; (b)assuring that small,
minority, and women's businesses are solicited whenever they are potential sources; (c)dividing
total requirements, when economically feasible, into small tasks or quantities to permit
maximum participation by small, minority, and women's businesses; (d)establishing delivery
schedules, and(e)using the services of the Small Business Administration and the Minority
Business Development Agency of the U.S. Department of Commerce. Please note that the
solicitation efforts should include documentable follow-up phone calls.
The Recipient shall comply with the provisions of 40 CFR, Part 7, Subpart C -
Discrimination Prohibited on the Basis of Handicap.
Attached is one(1)copy of the Project Bid Information which is to be completed within 21
days after bids have been received, and submitted to the State for review. Upon review and
approval of this information,the State will authorize the Recipient to make the proposed award.
Do not proceed with construction until the Authority to Award package and the EEO and
MBE documentation/certification have been reviewed, and you are in receipt of our approval, if
a CWSRF loan is desired for project construction.
Two (2)copies of any change order must be promptly submitted by the Recipient to the
State. If additional information is requested by the State, a response is required within two (2)
weeks, or the change order will be returned without further or final action.

Mr. Larry Pressley, P.E.
May 2, 2011 .
Page Number 4
One(1) set of the fmal approved plans and specifications will be forwarded to you. One
(1) set of plans and specifications identical to the approved set must be available at the project
site at all times.
Upon completion of the project construction, the Recipient shall submit a letter confirming
that the project has been constructed in accordance with the plans and specifications approved by
the State. "As-built" plans will need to be submitted with any changes clearly documented on
the plans if the above confirmation cannot be made.
If there are any questions concerning this matter, please do not hesitate to contact
Seth Robertson, P.E. at(919) 715-6206.
Sincerely,
Daniel M. Blaisdell, P.E., Section Chief
Construction Grants&Loans Section
Attachment
MM:sr
cc: Doug Chapman, P.E. -McGill Associates, P.A.DWQ
W
HA Bureau Chief, Wanda Lagoe
Michelle McKay,E.I.
CIG
SRF File

DIVISION OF WATER QUALITY
February 17, 2011
Memo To: Michelle McKay, Project Review Engineer
Design Management Unit
Construction Grants and Loan Section
From: Rob Krebs f '
Prepared By: Michael ParkerTOP
Subject: City of Statesville
Authorization to Construct
Third Creek WWTP
NPDES Permit No. NC0020591
Iredell County
As requested by your memo dated February 8,2011,this Office has reviewed the subject
request for an Authorization to Construct(ATC) submitted by the City of Statesville (the City) and
offers the following comments and/or recommendations.
The City currently operates two WWTPs;the Third Creek WWTP and the Fourth Creek
WWTP. This ATC request focuses on the Third Creek WWTP, which is expanding in anticipation
of flows that were expected to increase substantially based on information compiled in an
engineering report(ER) submitted by the City in 2007. The ER indicated that additional
development was expected to occur within the WWTP's service area, which supported the need for
expansion of the subject WWT facility to accommodate the additional wastewater. The cornerstone
of the anticipated growth detailed in the engineering report was a 900-acre development located
south of the WWTP that would consist of residential and commercial wastewater sources.
Economic conditions, however, worsened shortly after the submittal of this report, which
substantially slowed both residential and commercial growth. As a result, it is unlikely that the City
will need the additional capacity in the immediate future, and it may not be needed for several years.
The Fourth Creek WWT facility is only averaging about half of it's current hydraulic capacity, so
there could be considerable growth within the current plant's service area before additional WWT
capacity will be necessary. The City,however, is pushing forward with the plans for expansion in
anticipation that economic conditions will improve and the additional capacity will eventually be
needed.

Page Two
The City has modified the subject NPDES permit to include effluent limitations for the
current hydraulic capacity and for the projected 8.0 MGD flow. In order to comply with the 8.0
MGD limitations,the City will be required to provide a much more advanced level of treatment than
the current facility can provide. Such being the case,the City's engineer has recommended that the
current biological treatment process being utilized at the WWTP be converted to an oxidation ditch
process upon expansion. Oxidation ditches will allow the City to comply with the more stringent
limitations that apply once the WWT facility is expanded to 8.0 MGD.
The proposed conversion of the existing WWT facility into an oxidation ditch process will
involve the addition or changes to a number of the current plant's treatment processes. These
include:
• Construction of a grit removal system consisting of two (2)vortex grit chambers, grit pumps,
and grit classification(the current facility lacks this capability).
• Improvements to the influent pump station to increase pumping capacity to the oxidation
ditches.
• Construction of three anaerobic/anoxic basins followed by three oxidation ditches, which
will be sized to handle the projected 8.0 MGD flow.
• Construction of three circular clarifiers.
• Construction of a chlorination/dechlorination structure and post aeration.
• Addition of a new on-site emergency generator.
The proposed upgrades to the subject facility should provide wastewater treatment capacity
for the anticipated growth expected in the Statesville area during the next 20 years. The use of
oxidation ditch technology will allow the City the necessary flexibility to accept and treat both
domestic and industrial waste streams currently tributary to this facility and maintain compliance
with the effluent limitations expected upon expansion to 8.0 MGD. Therefore,pending a final
technical review and approval by the CG&L, approval of the ATC request is recommended.
If you have any questions regarding this matter, please advise.
/mlp
h:\atc\atcl 1\statesville 3"J creek.doc

ATA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
w
Governor Director §ecretary
February ,8 2011 ¢ c
MEMORANDUM w oa
TO: Rob Krebs, Regional Water Quality Supervisor >Q c
Mooresville Regional Office, Division of Water Quality w
0-o w
FROM: Michelle McKay, Project Review Engineer
LU
Design Management Unit _> o
0 o
SUBJECT: Request for an Authorization to Construct
Third Creek WWTP
NPDES Permit No. NC0020591
Plans, specifications and supporting documents have been received for the subject
project. It is requested that comments and recommendations, including the items listed below, be
received by March 8, 2011 from the Regional Office Staff:
CAMA
Compliance With NC Well Construction Standards
Groundwater Comments
_X_Recommendations for inclusion in the Authorization to Construct
Recommendations for inclusion in the Non Discharge Permit
Schedule for Issuance of the NPDES Permit
SOC, or Other Schedules Which Must be Met
Standby Power Needs
Status of Stormwater Permit
Plan documents are submitted as follows for your reference, review, and comments on the above items:
X_Plans and Specifications
Subsurface/Soils Report
Power Outage Information
Other
If you have any questions, please contact me at [phone].
Attachment
dr
cc: Michelle McKay, E.I.
Delphine Randall
ATC Files
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 NorthCarolina
Phone:[phone]\FAX:[phone]\Customer Service:1-877-623-6748
Internet www.ncwaterquality.org NaturallyAn Equal opportunity 1 Affirmative Action Employer

„ErrAzA,
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
February 8. 2011
RECEIVED
DIVISION OF WATER QUALITY
FEB 1 0 2011
Mr. Larry Pressley, P.E.
City of Statesville SWP SECTION
MOORESVILLE REGIONAL OFFICE
Post Office Box 1111
Statesville, North Carolina 28677
SUBJECT: Acknowledgement of Request for an
Authorization to Construct
City of Statesville
Third Creek WWTP
Expansion of Third Creek WWTP
NPDES Permit No. NC0020591
Dear Mr. Pressley:
The Construction Grants and Loans Section received your request for an Authorization to
Construct and the supporting documentation on January 28, 2011. We will notify you and your
engineer upon completion of our review. Your project has been assigned to Michelle McKay.
She can be reached at [phone].
If you have any questions concerning this matter, please contact me at(919) 715-6206.
Sincerely.
�S/ Seth Robertson, P.E., Supervisor
Construction Grants and Loans Section
Design Management Unit
dr
cc: Doug Chapman, P.E. - McGill Associates, P.A.
WQ Central Files
Michelle McKay, E.I.
Delphine Randall
ATC Files
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 NorthCal olina
Phone:[phone]\FAX:[phone] Customer Service:1-877-623-6748
Internet:www.ncwaterquality.org Naturally
An Equal Opportunity Affirmative Action Employer

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DIVISION RECEIVED
Gill
�/ATER QDgLITY
C FEB 1 0 2011
ASSOCIATES
MOORESVI W SECTION
REGIONAL OFFICE
January 28, 2011
Mr. Kim Colson, PE
Engineering Branch Head
NC Division of Water Quality
Construction Grants & Loans Section ow 23 2011
1633 Mail Service Center
Raleigh,North Carolina 27699-1633 • .;,r.,,GF034
• 1 SEGO
RE: Authorization to Construct Application
Third Creek Wastewater Treatment Plant Expansion
City of Statesville,North Carolina
Dear Mr. Colson:
On behalf of the City of Statesville, we are hereby submitting the Authorization to
Construct Application for the subject project. The following items are enclosed for your review:
• Owner's Request for Authorization to Construct
• Authorization to Construct(ATC) Application Form and Supplemental Information
• Plans and Specifications Submittal Checklist
• Two (2) Sets of Signed and Sealed Plans and Specifications
The project generally consists of the expansion of the City of Statesville's Third Creek
Wastewater Treatment Plant from 4.0 million gallons per day (MGD) to a capacity of 8.0 MGD,
including a new influent sewer, mechanical influent screens, influent pump station, grit removal,
anaerobic basins, anoxic basins, oxidation ditches, final clarifiers, chlorine contact structure
(which includes chlorine addition, chlorine contact, non-potable water pumping, effluent
metering, dechlorination, post-aeration, and effluent sampling), return/waste activated sludge
pump station, gravity belt thickener, aerobic digester modifications, effluent sewer, and all
valves, piping, electrical, controls, SCADA system, and related appurtenances.
Engineering • Planning • Finance
McGill Associates,P.A. • P.O. Box 1136,Hickory, NC 28603 • 1240 19th St. Lane NW, Hickory,NC 28601
Office:828-328-2024 • Fax:[phone]

Mr. Kim Colson, PE
January 27, 2011
Page 2
If you have any questions or require any additional information related to this request,
please do not hesitate to contact us at(828) 328-2024.
Sincerely,
GILL ASSOCIAT : ' A .
li fi i
glr
DOUG ' S G. C /' PMAN,PE
Senior ' s'ect M. .ger
DGC:jw
Enclosures
cc: Mr. Daniel Blaisdell, PE, Section Chief
Mr. Seth Robertson, PE, Design Management Unit Supervisor
Ms. Jennifer Haynie, Facilities Evaluation Unit Supervisor
Mr. Robert Hites, City of Statesville
Mr. Larry Pressley, PE, City of Statesville
Mr. Joe Hudson, City of Statesville
Mr. Andy Lovingood,PE, McGill
Mr. Forrest Westall, PE, McGill

_`L1.I�_'
." h,a+:l: �;. 6 . l Larry P.Pressley,P.E.
Titu of ;. ,.sa. �:�a'�• 11 ,iI i .j Assistant City Manager,
,..c. ,.- ,,'. - —�— T.F,� Growth&Development
tat1tEtteS little Telephone [phone]
Fax [phone]
V. (a. Uux 1111 • 'tateauille, North Carolina 28577 1pressleyasta-tesvillenc.net
RECEIVED
January 26, 2011 DIVISION OF WATER QUALITY
FEB 10 2011
Construction Grants and Loans Section sWP SECTION
North Carolina Division of Water Quality 1633 Mail Service Center
Raleigh, North Carolina 27699-1633 MOORESVILLE REGIONAL OFFICE
RE: Authorization to Construct Application- Third Creek Wastewater Treatment Plant Expansion
City of Statesville, North Carolina
To Whom It May Concern:
The City of Statesville hereby requests an Authorization To Construct (ATC) for the
Third Creek Wastewater Treatment Plant Expansion. The City has retained McGill
Associates, P.A. to provide engineering design and construction administration services, and to
submit the ATC Application package to North Carolina Division of Water Quality for the subject
project.
We appreciate your assistance through the approval of this important project. Should you
have any questions, please do not hesitate to contact me at [phone] or McGill Associates
at(828) 328-2024.
Since ly,
Mr. Larry Pressley, PAssistant City Manager,
Growth& Development
Cc: Mr. Robert Hites, City of Statesville
Mr. Joe Hudson, City of Statesville
Mr. Andy Lovingood, PE, McGill Associates
Mr. Doug Chapman, PE, McGill Associates
Mr. Harry Buckner, PE, McGill Associates

North Carolina Division Of Water Quality
Construction Grants & Loans Section
Authorization To Construct (ATC) Application Form
(To Be Used On and After August 1, 2007)
Date: 1/24/2011
Permittee/Owner Name: City of Statesville Professional Engineer of Record: Doug Chapman, PE
Contact Person: Larry Pressley, PE Engineering Firm: McGill Associates, PA
Address: Post Office Box 1111 Address: 1240 19th Street Lane NW
Statesville, North Carolina 28677 Hickory, North Carolina 28601
Telephone Number: [phone] Telephone Number: [phone]
Please Note: The following items and information must be Information Is
submitted to be considered a complete application Provided Remarks/Explanation
package. If any applicable item is missing the package will
be returned as incomplete.
1 Letter of request for ATC from Permittee/Owner or
authorized agent with written authorization.
2 Brief description of the proposed project. ® See Appendix A
Complete copy of the NPDES permit or public notice of Draft permit is available from DWQ's
3 a draft NPDES permit. ® NPDES Permitting Unit; See Appendix B
for Speculative Effluent Limits
4 Design capacity in Million Gallons per Day (MGD). ® Expanding from 4 to 8 MGD
If new or expanding design capacity is greater than or
5 equal to 0.5 MGD, include a copy of Finding Of No
Significant Impact (FNSI).
Two sets of plans: signed, sealed, and dated by a NC
6 Professional Engineer and stamped "Final Drawing -
Not Released For Construction".
Two sets of technical specifications: signed, sealed,
and dated by a NC Professional Engineer.
Two sets each of process, design, buoyancy, and
8 hydraulic profile calculations: signed, sealed, and dated ® See Appendix C
by a NC Professional Engineer.
9 Hydraulic profile and a flow schematic with sizes of
major components on 81/2" X 11" paper. ® See Appendix D
Documentation that a Soil & Erosion Control permit
10 application has been submitted to the Division of Land ❑ In Process
Resources.
Residuals Management Plan for all new or expanding
11 facilities producing residuals, or when modifying ® See Appendix E
residual facilities.
I12 Construction Sequence Plan for all modifications. ® See Appendix F

Please Note: The following items and information must be Information Is
submitted to be considered a complete application Provided Remarks/Explanation
package. If any applicable item is missing the package will
e returned as incomplete.
13 110 volt GFCI receptacle and potable water source
included on plans.
14 Hydrogeologic information must be provided if a ❑ N/A
potential for groundwater contravention exists.
15 For abandonment of WWTPs: a statement that the ❑ N/A
facility will be properly disconnected.
16 All property lines, construction easements, permanent
easements, and ROW shown.
17 All wells within 200 feet of project shown.
18 All houses and places of public assembly within 100
feet shown.
Wetlands, watercourses, and drainage features within
19 50 feet of all wastewater treatment or storage facilities
shown.
20 Identify on the plans each water body's watershed
classification.
21 Plan sheets for all applicable disciplines.
22 Reliability per NCAC 2T .0505 (I).
23 Identify 100 year flood elevation on plans.
24 North arrow on each plan sheet.
25 Horizontal and vertical control.
26 Subsurface investigation for new structures. ❑ In process
Municipal/Public Facilities, also include the following:
Engineer's Certification signed, sealed, and dated by
27 the Engineer Of Record stating that the project ® See Appendix G
complies with G.S. 133-3.
28 Minority Business Forms for Local Government
Projects.
29 Minority Business Guide.
30 Dispute Resolution with mediation for Local
Governments.
31 Contract Duration included.
Projects funded through CG&L must include the
32 Submittal Checklist, found under Plans &
Specificiations at:
http://www.nccgl.net/Engineering/plans.html

NORTH CAROLINA DIVISION OF WATER QUALITY
CONSTRUCTION GRANTS & LOANS SECTION
SUBMITTAL CHECKLIST FOR PLANS AND SPECIFICATIONS OF PROJECTS
FUNDED THROUGH CG&L
March 2008
• Complete all applicable sections.
• The completed checklist must be included for a submittal to be considered complete.
• For any project that requires review under the State Environmental Policy Act (SEPA)
a permit cannot be issued, nor can plans and specifications be approved for funded
projects, prior to the completion of a State Clearinghouse advertisement period for a
FNSI, EIS, etc. However,we are willing to receive documents that are otherwise
complete and initiate review of the plans and specifications after the FNSI, EIS, etc. has
been submitted to the Clearinghouse.
• Any submittals that are incomplete will be returned.
Contact Information
Date: 1/27/2011
Owner: City of Statesville Address: Post Office Box 1111
Contact Person: Larry Pressley, PE Statesville,North Carolina 28677
Telephone Number: 704-878-3562
Engineer of Record: Douglas G. Chapman, PE
Engineering Firm: McGill Associates Address: 1240 19th St. LN NW
Telephone Number: [phone] Hickory,NC 28601
Background Information
Provide a brief description of the existing and proposed systems:
The City of Statesville's Third Creek Wastewater Treatment Plant has a permitted capacity of
4 MGD and utilizes a combination of influent sewers,mechanical bar screens, influent pumps ,
aeration basins, clarifiers. chlorine contact, dechlorination and post-aeration for treatment. The
plant also has sludge treatment including aerobic digestion and two belt filter presses.
The proposed system will increase the design capacity to 8.0 MGD and will utilize a
combination of new influent gravity sewers,mechanical bar screens. influent pump station, grit
removal, anaerobic basins, anoxic basins, oxidation ditches, final clarifiers, return sludge
pumping, chlorine contact, dechlorination and post aeration. The proposed process will also
include treatment of sludge with waste sludge pumping. gravity belt thickener, aerobic digester
modifications with new floating aerators, and the existing sludge belt filter presses.
Provide the existing and speculative/anticipated NPDES permit limits, if applicable:
See Appendix B.
Other pertinent/supporting information to expedite review and approval:
The draft permit is being finalized by the NPDES Unit.

2
A. Applications/Fees
Permits and Forms Fees Application Provided (Z)
Authorization to Construct
ATC Application August 2007 No Fee
Pump Stations,Force Mains, Gravity Sewers, Pressure Sewers
PSFGSA 03/08 $480 ❑
PSSA 03/08 $480 ❑
WSCAS 12/07
Irrigation Systems Application Modification
Major Permit $1,310 $395
Minor Permit $810 $245
WWIS 12-06 0
HRIS 12-06 0
Reclaimed Water Systems
Major Permit $1,310 $395
Minor Permit $810 $245
RWCS 12-06 ❑
RWDS 12-06 ❑
RWNCS 12-06 0
B. Plan Submittal
Provide information as applicable. (0) Notes
Two sets of plans: signed, sealed, and dated by a NC
Professional Engineer and stamped "Final Drawing
-Not Released For Construction".
All property lines, construction easements,
permanent easements, and ROW shown.
All wells within 125 feet shown. 0 done
For earthen-lined treatment units, or irrigation, or ❑ N/A
disposal sites all wells within 500 feet.
For WWTP all houses and places of public assembly D N/A.
within 100 feet shown.
For lagoons and irrigation projects all houses and None
places of public assembly within 400 feet shown.
For sewer/pipeline and WWTP all wetlands,
watercourses, and drainage features within 50 feet
shown.
For irrigation projects all wetlands, watercourses, 0 N/A
and drainage features within 500 feet shown.
Petroleum contamination addressed ❑ N/A
Sewer extensions in area designated on State ID N/A
Registry of Natural Heritage Areas.
Sewer extensions in area dedicated as an NC Nature 0 N/A
Preserve.

3
C. Specifications (Contract Documents) Submittal
Provide information as applicable. (®) Notes
Two sets of technical specifications: signed, sealed,
and dated by a NC Professional Engineer.
Advertisement for Bids
Information for Bidders
Bid Form
(gravity sewer broken out by unit price for various
depths, if applicable)
Bid Bond
Agreement
Payment Bond
Performance Bond
Notice of Award with Owner and Contractor
signature lines,not Engineer.
Notice to Proceed with Owner and Contractor
signature lines,not Engineer.
Change Order Form
General Conditions
Special Conditions
Technical Specifications El
SRF Special Conditions, if applicable
STAG Special General Conditions,if applicable 1=1 N:'.�
Minority Business Forms for Local Government
Projects
Minority Business Guide
Dispute Resolution with mediation for Local
Governments
Contract Duration El
Construction Sequence
Subsurface Investigation, if applicable Pending
NCDOT Encroachment Agreement El N/A
Railroad Encroachment ❑ N/A
Petroleum contamination addressed 0 N/A
Scope of work matches approved Engineering Report

4
D. Supplemental Documentation
Provide information as applicable. (®) Status if not included
STAG checklist, if applicable El N/A
Executed Interagency Agreements, if applicable 0 N/A
Updated Cost Estimate 0 Pending,previous exceeds
maximum funding available from
CG&L
Engineer's Certification signed, sealed, and dated by El
the Engineer Of Record stating that the project
complies with G.S. 133-3.
Reports,if applicable
Agronomist Report N/A
Soils Report 0 In progress
Hydrogeologic Report N/A
Water Balance 1=1 N/A
Other related permits, if applicable
401 Water Quality Certification El N/A
404 Permit El N/A
CAMA Permit
CAMA Consistency Determination D N/A
Dam Safety Permit D N/A
DOT Encroachment Agreement 0 N/A
Railroad Encroachment 0 N/A
Section 10 Permit 2 N/A
Sedimentation and Erosion Control Permit 0 Pending
E. Design Calculations
Provide information as applicable. (®) Status if not included
Two sets each of process, design,buoyancy, and
hydraulic profile calculations: signed, sealed, and
dated by a NC Professional Engineer.
Designed in accordance with NCAC 15A 2T Rules.
Downstream sewer receiving capacity. El N/A
Net positive suction head, if applicable.
System head calculations curve plotted on pump
curve.
Impeller size specified.
Water hammer analysis if force main is greater than ❑ N/A
2500 feet.
Pump run time.
Pump cycle time.
Pump station handles peak flow with largest pump
out of service.
Hydraulic profile at average daily flow.

5
Hydraulic profile at peak hourly flow with largest El
train out of service.
Design calculations for all unit processes.
Influent flow equalization. 0 N/A
Influent pumping. El
Bar screens.
Grit removal.
Flow monitoring.
Primary clarification. ❑ N/A
Aeration basins, including anoxic and anaerobic El
zones.
Blowers. ❑ N/A
Secondary clarifiers.
Return activated sludge pumping.
Waste activated sludge pumping.
Internal recycle pumping. ❑ N/A
Effluent filters. ❑ N/A
Disinfection.
Dechlorination.
Sludge digestion. El
Residuals holding.
Residuals dewatering. ❑ No modifications to existing
dewatering are proposed
Buoyancy calculations for all below grade structures. 10
Standby power sizing calculations.
If the answer to any of the following questions is "Yes" a Residuals Management Plan must
be included with the plans and specifications:
1. Is a new treatment facility proposed? Yes ❑ No®
2. Is an increase in treatment capacity proposed? Yes s No❑
3. Is a modification to a treatment facility being proposed that
would increase the residuals yield? Yes ®
4. Is a modification the resi als train b 'n proposed? Yes ® s j��[�t][GAc)ROL/4}a..
Signature •
• v �► ` .
r •` SEAL { 3
20622 iz
Date I-2 54( Registration No. 266 22 %ta
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tir�Nina���

APPENDICES

APPENDIX A
PROJECT DESCRIPTION

THIRD CREEK WASTEWATER TREATMENT PLANT EXPANSION
CITY OF STATESVILLE,NORTH CAROLINA
PROJECT DESCRIPTION
The project generally consists of the expansion of the City of Statesville's Third Creek
Wastewater Treatment Plant from 4.0 million gallons per day (MGD) to a capacity of
8.0 MGD, including a new influent sewer, mechanical influent screens, influent pump
station, grit removal, anaerobic basins, anoxic basins, oxidation ditches, final clarifiers,
chlorine contact structure (which includes chlorine addition, chlorine contact, non-
potable water pumping, effluent metering, dechlorination, post-aeration, and effluent
sampling), return/waste activated sludge pump station, gravity belt thickener, aerobic
digester modifications, effluent sewer, and all valves, piping, electrical, controls, SCADA
system, and related appurtenances.
The expected residential and mixed use development surrounding the City of Statesville's
3rd Creek Wastewater Treatment Plant will require that the influent sewers be realigned
and additional influent sewers constructed to combine all flows for treatment. The
influent sewers will convey the tributary wastewater to a new headworks structure with
an overall depth of approximately 40 feet. The new headworks will direct flow through
two (2) new mechanical perforated panel influent screens with screenings conveyor and
washer/compactor.
After screening the wastewater stream will proceed to a new influent pump station which
will be integrated into the proposed headworks facility. The influent pump station will
include a rectangular wet well with six (6) submersible non-clog centrifugal pumps
controlled by Variable Frequency Drives and will discharge into one (1) of the two (2)
proposed 20-inch diameter force mains that will carry wastewater to the next phase of
treatment.
Immediately following primary screening and pumping, the wastewater for the proposed
treatment process will be discharged to the proposed grit removal system. Grit removal
will consist of two (2) vortex grit chambers, self-priming grit pumps, grit classification
and disposal.
1

Effluent from the parallel grit chambers will flow through a common 36-inch diameter
line to a splitter box which will divide flow evenly between the three (3) proposed
biological treatment basins. Each biological reactor will include an anaerobic zone of
treatment before anoxic treatment and finally aerobic treatment in the carousel-type
oxidation ditch.
Effluent from the three (3) biological reactors will then discharge into two (2) separate
36-inch diameter lines before combining into a single 48-inch diameter sewer line. The
proposed 48-inch diameter line will then convey the wastewater to a second flow-split
structure upstream of the final clarifiers. Final clarification will be achieved in one (1) of
the three(3) circular clarifiers.
Clarified wastewater will then flow from t® the proposed rectangular chlorine contact
structure where the proposed process will provide disinfection with chlorine gas,
dechlorination with liquid sodium bisulfate, a nonpotable water supply, and post-aeration.
The 36" effluent line was recently surveyed, and it was discovered that the slope of the
two (2) line segments (0.48% and 0.16%) were not consistent with the plant record
drawings (0.34% for both segments). As a result, the proposed project has been revised
to include the replacement of the 0.16% segment with a new 36"pipe at a steeper slope to
allow the effluent pipe to pass a minimum of 22.5 MGD (peak design flow). The existing
pipe segment with a 0.48% slope can pass 30 MGD of flow and is therefore proposed to
remain. The new segment of effluent sewer will be a 36" gravity sewer pipe with a
minimum slope of 0.5%
The proposed treatment process will also require the construction of a new return
sludge/waste sludge pumping station. This station will include a combined wetwell to be
connected to each of the proposed clarifiers (provisions for a fourth clarifier included)
with a sludge waste line and telescoping valves. Activated sludge will then be returned to
the biological basin flow split structure by the four (4) submersible non-clog centrifugal
return sludge pumps controlled by VFDs which discharge into one (1) of the two (2) 18-
inch diameter return sludge force mains.
Any excess sludge could be removed from the sludge wetwell using one of the two (2)
waste sludge pumps and 6-inch diameter force main. Waste sludge will be discharged
either directly to the aerobic digester or to the sludge thickening equipment, a 2.0M
gravity belt thickener (GBT). Thickened sludge from the GBT will then flow by gravity
into the existing aerobic digester adjacent to the sludge thickening building through a 12-
inch diameter drain.
The existing aerobic digester basin has a volume of approximately 924,000 gallons and
currently digests sludge adequately at solids content of 2.0%. With a greater sludge
production possible from the increased treatment capacity, additional sludge storage
2

volume would be required absent of increasing the sludge solids content. The proposed
improvements to the sludge treatment process will therefore deliver a thickened sludge to
the digester with a solids content of approximately 5% which will allow the existing
digester to handle the additional sludge generated from the plant expansion. The higher
solids concentration will require that a more robust aeration/mixing process be installed,
therefore the proposed design will include five (5) floating aerators, each having a 75 HP
rating.
Once the sludge is adequately digested it will exit the aerobic digester through a 12-inch
diameter gravity drain which connects to the existing thickened sludge wetwell in the
basement of the sludge thickening building. Digested sludge is then pulled from the
thickened sludge wetwell using one of the two (2) existing progressive cavity pumps and
discharged into one of two (2) existing 2.0M belt presses before transport to the City's 4th
Creek Wastewater Treatment Plant for final stabilization and disposal.
The project will also require significant modifications to the plant's existing electrical
equipment, SCADA control system and 750kW backup generator. Proposed electrical
improvements will be constructed where required for modified and new process
equipment and the additional electrical loads created by the proposed improvements will
require the addition of a second 750kW backup generator. The new backup generator
system will be designed to utilize both 750kW generators in tandem to provide 100%
availability of standby capacity to all required loads and the plant control system will
manage standby generation and loads to maintain partial plant operation in the event of a
single generator failure event.
3

APPENDIX B
SPECULATIVE PERMIT LIMITS

From: Belnick,Tom [mailto:[e-mail]]
Sent: Thursday, September 17, 2009 4:55 PM
To: [e-mail]
Cc: [e-mail]; Poupart,Jeff; Grzyb,Julie; Stecker, Kathy; Robertson, Seth
Subject: NC0020591 Statesville Nutrient Limits- Speculative
Forrest-this is in response to your request for speculative interim/final nutrient limits for Statesville's
proposed expansion from 4 to 8 MGD. DWQ has already provided speculative limits for conventional
parameters.
Phase 1 Interim Nutrient Limits @ 8MGD. Interim nutrient limits will be developed based on a proposed
50%reduction in current TN/TP concentrations. Facility will design to meet 10 mg/I TN and 2 mg/I TP,
upon completion of Phase 1 construction. Facility is requesting a 5 year compliance schedule for Phase
1.
Phase 2 Final Nutrient Limits @ 8MGD. Final nutrient limits will be based on freezing current actual
loading from 2006-2008. Nutrient mass limits equate to TN=3.1 mg/I and TP=0.65 mg/I at 8 MGD.
Results of an EPA-approved TMDL for High Rock Lake will override these speculative final limits. Facility
is requesting an additional 3 year compliance schedule to meet final limits.
High Rock Lake TMDL Status. Per Kathy Stecker with the Modeling/TMDL Unit,the High Rock Lake TMDL
modeling is expected to be completed by late 2010, and there is a possibility of an EPA-approved TMDL
with point sources allocated by late 2011. Proposed facility compliance schedules will be reviewed
during permit development(following SEPA FONSI determination),with consideration of TMDL status.
Let me know if you have any questions.
Tom Belnick
Supervisor, NPDES West Program
NC DENR/Division of Water Quality
1617 Mail Service Center, Raleigh, NC 27699-1617
[phone];fax [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.

F O� WATF� Michael F.Easley,Governor
O� C.
State of North Carolina
y William G.Ross,Jr.,Secretary
CI) Department of Environment and Natural Resources
O sr
Alan W.Klimek,P.E.,Director
rY•.Division-of Water Quality
November 30,2005 . '
f FILE COPY Mr,Joe Hudson t
City of Statesville Pro ect No.: 05 /4
•
P.O..Box 1111 L. File: .
Statesville,North Carolina 28687
Subject: Speculative Effluent Limits
Third Creek WWTP
NPDES Permit NC0020591
Iredell County
Dear Mr.Hudson:
This letter is in response to your request for speculative effluent limits for proposed expansions to 9 MGD
and 12 MGD at the Third Creek WWTP. Currently,this facility is permitted for 4.0 MGD.
Receiving Stream. This facility discharges to Third Creek,a class C waterbody. The best usage of these
waters is aquatic life propagation and maintenance of biological integrity(including fishing and fish),
wildlife,secondary recreation,and agriculture.This receiving water was previously thought to have a
summer 7Q10 value of 9.8 cfs,however based on new information these speculative limits were prepared
using an estimate of 13.2 cfs.
Speculative Limits. Based on available information,speculative effluent limits for the proposed discharge
of 9.0 MGD to Third Creek are presented in Table 1. Speculative limits for the proposed discharge at 12.0
MGD are provided in Table 2. A complete evaluation of these limits and monitoring frequencies,in
addition to monitoring requirements for metals and other toxicants,will be addressed upon receipt of a
formal NPDES permit modification request.
TABLE 1. Speculative Limits for the Third Creek WWTP at 9.0 MGD
Effluent Characteristics,`,
Effluent Limitations
Monthly Average 'Weekly Average DailyMaximiirn
Flow 9.0 MGD
BOD(April 1—October 31) 12.0 mg/L 18.0 mg/L
BOD(November 1—March 31) 24.0 mg/L 36.0 mg/L
NH3-N(April 1—October 31) 1.7 mg/L 5.1 mg/L
NH3-N(November 1—March 31) 4.1 mg/L 12.3 mg/L
Dissolved Oxygen'
TSS 30.0 mg/L 45.0 mg/L
Fecal Coliform 200/100 mL 400/100 mL
TRC 28 pg/L
Chronic Toxicity2
Notes:
1) The daily dissolved oxygen concentration shall not be less than 5.0 mg/L.
2) Chronic Toxicity(Ceriodaphnia)at 51%effluent concentration.
1617 Mail Service Center,Raleigh,North Carolina 27699-1617 Telephone[phone] FAX[phone] o"°
512 N.Salisbury Street,Raleigh,North Carolina 27604 On the Internet at http://h2o.enr.state no us/ N Nat/trey
An Equal Opportunity/Affirmative Action Employer ✓✓afurll��i✓

TABLE 2. Speculative Limits for the Third Creek WWTP at 12.0 MGD
l;ffluent Characteristics L *< °Effluent Limitations ,; �x <
t a T., y r .r..
Iv1onthly Average Weekly Average Daily Maximum;,
Flow 12.0 MGD
BOD(April 1—October 31) 11.0 mg/L 16.5 mg/L
BOD(November 1—March 31) 22.0 mg/L 33.0 mg/L
NH3-N(April 1—October 31) 1.5 mg/L 4.5 mg/L
NH3-N(November 1—March 31) 3.5 mg/L 10.5 mg/L
Dissolved Oxygen
TSS 30.0 mg/L 45.0 mg/L
Fecal Coliform 200/100 mL 400/100 mL
TRC 28 pg/L
Chronic Toxicity2
Notes:
1) The daily dissolved oxygen concentration shall not be less than 5.0 mg/L.
2) Chronic Toxicity(Ceriodaphnia)at 58%effluent concentration.
Engineering Alternatives Analysis(EAA). Please note that the Division cannot guarantee that an NPDES
permit modification for expansion will be issued with these speculative limits. Final decisions cart only
be made after the Division receives and evaluates a formal permit application for the City's proposed
discharge. In accordance with the North Carolina General Statutes,the practicable wastewater treatment
and disposal alternative with the least adverse impact on the environment is required to be implemented.
Therefore,as a component of all NPDES permit applications for new or expanding flow,a detailed
engineering alternatives analysis(EAA)must be prepared. The EAA must justify requested flows,and
provide an analysis of potential wastewater treatment alternatives. Alternatives to a surface water
discharge,such as spray/drip irrigation,wastewater reuse,or inflow/infiltration reduction,are
considered to be environmentally preferable. A copy of the EAA requirements is attached to this letter.
Permit applications for new or expanding flow will be returned as incomplete if all EAA requirements
are not adequately addressed. If you have any questions regarding these requirements,please contact
the DWQ NPDES Unit at 919-733-5083.
State Environmental Policy Act(SEPA)EA/EIS Requirements. A SEPA EA/EIS document must be
prepared for all projects that 1)need a permit;2)use public money or affect public lands;and 3)might
have a potential to significantly impact the environment. For new wastewater discharges,significant •
impact is defined as a proposed discharge of>500,000 gpd and producing an instream waste
concentration of>33%based oh summer 7Q10 flow conditions. For existing discharges,significant
impact is defined as an expansion of>500,000 gpd additional flow. Since your existing facility is
proposing an expansion of>500,000 gpd additional flow,you must prepare a SEPA document that
evaluates the potential for impacting the quality of the environment. The NPDES Unit will not accept
an NPDES permit application for the proposed expansion until the Division has approved the SEPA
document and sent a Finding of No Significant Impact(FONSI)to the State Clearinghouse for review
and comment. A SEPA Environmental Assessment(EA)should contain a clear justification for the
proposed project.If the SEPA EA demonstrates that the project may result in a significant adverse effect
on the quality of the environment,you must then prepare a SEPA EIS(Environmental Impact Statement).
Since your proposed expansion is subject to SEPA,the EAA requirements discussed above will need
to be folded into the SEPA document. The SEPA process will be delayed if all EAA requirements are
not adequately addressed. If you have any questions regarding SEPA EA/EIS requirements,please
contact Alex Marks with the DWQ Planning Branch at(919)733-5083,ext.555.
2

Should you have any questions about these speculative limits or NPDES permitting requirements,please
feel free to contact Toya Fields at(919)733-5083;extension 551.
• Sincerely,
S san A.Wilson,P.E.
Supervisor,Western NPDES Program
Attachment EAA Guidance Document
cc: Michael S.Apke,P.E. McGill Associates,P.A.
P.O.Box 1136
Hickory,North Carolina 28603
(without attachment)
Mooresville Regional Office,Surface Water Protection
NPDES Unit
PERCS Unit
Central Files
Alex Marks,Planning Branch,SEPA Program
US Fish and Wildlife Service,Ecological Services P.O.-Box 33726,Raleigh,NC 27636-3726
Attn:Sara Myers
NC WRC,Inland Fisheries,1721 Mail Service Center,Raleigh,NC,27699-1721 Attn:Fred Harris
3

APPENDIX C
DESIGN CALCULATIONS

c 1
DESIGN CALCULATIONS
THIRD CREEK WASTEWATER TREATMENT
PLANT EXPANSION
CITY OF STATESVILLE
IREDELL COUNTY, NORTH CAROLINA
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REVIEWED BY: �`� �a°°°ESS%°°°° 9
DOUGLAS G. CHAPMAN, PE _ o SEAL °s
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1240 19th Street Lane NW ,stir 11 1,l,,,,,
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TABLE OF CONTENTS
SECTION 1 INTRODUCTION 1-1
SECTION 2 PROCESS CALCULATIONS (PART 1) 2-1
Hydraulic Profile
Headworks
Influent Pump Station
Grit Removal
Chlorination/Dechlorination
Post-Aeration
Sludge Facilities
SECTION 3 PROCESS CALCULATIONS (PART 2) 3-1
Biological Treatment
Anaerobic Basins
Anoxic Basins
Oxidation Ditches
Clarifiers
Return Activated Sludge
SECTION 4 STRUCTURAL CALCULATIONS 4-1
Buoyancy Calculations
SECTION 5 ELECTRICAL CALCULATIONS 5-1
Standby Power System Sizing
City of Statesville,North Carolina Page 1 Design Calculations
Third Creek WWTP Expansion January 2011

SECTION 1 INTRODUCTION
Project Description
The proposed project includes the expansion of the City of Statesville's Third Creek WWTP
from 4.0 million gallons per day (MGD) to a capacity of 8.0 MGD. Wastewater will enter the
plant through a new 42" interceptor which will replace a portion of the existing 30" interceptor
onsite, and continue through a new 48" interceptor into the new headworks facility. The
proposed headworks facility will consist of two (2) mechanical fine screens, a screenings
conveyor, and a screenings washer/compactor. Wastewater exiting the headworks will be
pumped by a new submersible lift station consisting of six (6) pumps to a new vortex-type grit
removal system. The wastewater will then combine with return activated sludge before entering
the anaerobic basins, anoxic basins, and oxidation ditches. Effluent from the oxidation ditches
basins will flow to three (3) clarifiers. Clarified effluent will then be piped to the chlorine contact
structure, which includes chlorine addition, chlorine contact, non-potable water pumping,
effluent metering, dechlorination, post-aeration, and effluent sampling. Finally, a new section of
36" pipe will connect the post-aeration discharge to the existing 36" plant effluent line, which
discharges to Third Creek.
Flow Rates
• Design average daily flow(ADF) = 8.0 MGD = 5,556 gallons per minute (GPM)
• Peaking Factor=2.8125
• Design peak flow= 5,556 GPM x 2.8125 = 15,625 GPM(22.5 MGD)
City of Statesville,North Carolina Page 2 Design Calculations
Third Creek WWTP Expansion January 2011

SECTION 2 PROCESS (PART 1)
THIRD CREEK WASTEWATER TREATMENT PLANT EXPANSION
CITY OF STATESVILLE
IREDELL COUNTY,NORTH CAROLINA
This section includes the following design calculations:
Hydraulic Profile
Headworks
Influent Pump Station
Grit Removal
Chlorination/Dechlorination
Post-Aeration
Sludge Facilities
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Douglas G. Chapman, PE _ oQ� 9�°° _ A� ti I� ="—
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ASSOCIATES $
Engineering • Planning • Finance ;,„will ,,„,,;�
Post Office Box 1136 ,'��<.. **ss{ol/'',
Hickory, North Carolina 28603 '° ° ° °.7
Firm ID No. C-0459 9 SEAL
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City of Statesville,North Carolina Page 2-1 Design Calculations
Third Creek WWTP Expansion January 2011

HYDRAULIC PROFILE
The hydraulic profile for the plant has been calculated from the influent screens through the
effluent sampler. Water surface elevations have been determined for the following two (2)
conditions:
1. Average daily flow
2. Peak flow with one (1)train out of service
Hydraulic profile calculations primarily include a combination of friction losses in pipes, minor
friction losses in fittings and valves, and weirs. Freeboard has also been factored into the
calculations. The hydraulic profile calculation tables are included at the end of this section.
INFLUENT SEWERS
Wastewater currently enters the plant in an existing 30-inch diameter sewer, which needs to be
upgraded on site to handle future flows. This existing sewer will be rerouted to the new influent
sewer and pump station through a new 30-inch diameter sewer at a steeper slope to a new 42-
inch gravity sewer. The new 42-inch gravity sewer will be stubbed out to allow the future
replacement of the 30-inch gravity sewer by the City.
Also, a future 36-inch diameter sewer (by others) will enter the plant site from the south.
Information received from the City indicates that the future 36-inch diameter sewer (by others)
will have an invert elevation of 729.65' at the new junction manhole on the plant site. This
elevation will allow installation of the future sewer underneath Third Creek with adequate cover
between the pipe and streambed. This manhole elevation determines the influent elevation
into the new influent pump station. A new 48-inch diameter sewer will transport flows from
the junction manhole to the new screens and influent pump station. The invert elevation for the
proposed screens structure will be 729.00 ft.
Critical Elevations
• Influent MH#1 Invert Elevation(out): 729.6' (received from City)
• Influent MH#2 Invert Elevation(in): 729.3' (729.6—300 x 0.10%)
• Influent MH#2 Invert Elevation(out): 729.1'
• Influent Screen Channel Elevation(in): 729.0'
• Influent Screen Channel Elevation Out: 729.0'
Refer to attached calculations at the end of this section for pipe capacities.
City of Statesville,North Carolina Page 2-2 Design Calculations
Third Creek WWTP Expansion January 2011

INFLUENT SCREENS
The new screening facility will include two (2) mechanical influent screens, a screenings
conveyor, and a screenings washer/compactor. The perforated panel screens will be installed
upstream of the influent pump station. The equipment will be exposed to the weather, and will
be fitted with heat tracing to prevent freezing. Screenings will discharge into a dumpster.
Design Parameters
• Type: Perforated panel screens
• Number: Two (2)
• Opening size: 6 mm (0.25 in)
• Peak flow capacity, each: 22.5 MGD
• Channel width: 3'-0"
• Screen depth,to discharge: 35' ±
• Ancillary Equipment in exterior installation:
o One (1) screenings conveyor
o One (1) screenings washer/compactor
• Manufacturers: Andritz, Parkson, or equal
Water levels
The attached calculations show the critical depths and head losses through a 3'-0" wide
channel at varying flow rates with no downstream flow control device. Since the resulting
velocities are so high due to no control device, the velocities through the new perforated
panel screens are too high. Therefore, provide a proportional weir to control velocities.
A proportional weir is used to provide a relatively constant velocity for a fixed channel width
at varying flow rates. The equations for the proportional weir are provided below:
Q=7.55LH1.5, andQ=VxA=VxWxH
Where, Q = flow rate (cfs), W = channel width (ft), H = water height (ft) and L =
weir opening width(ft)
Solve for L, L= Q/(7.55 LH1.5)
Desired maximum velocity is 3.5 ft/sec
As the water height(H) increases,the flow(Q) is calculated as:
Q=(3.O ft/sec) x(3.5 ft) x H
City of Statesville,North Carolina Page 2-3 Design Calculations
Third Creek WWTP Expansion January 2011

Finally the weir opening at each height(H) is calculated with L=Q/(7.55 L H1'5)
Refer to the attached calculations and chart for dimensions of the proportional weir.
Screen Head Loss
Head losses were prepared for the perforated panel screen by Parkson Corporation (see
attachment). Below are head losses at varying flow rates:
• At 11.25 MGD (half peak flow), the head loss through a 35%blinded screen is 11.5".
• At 22.5 MGD (peak flow), the head loss through a 35%blinded screen is 28.5".
Half peak flow of 11.25 MGD
Using a proportional weir designed for a velocity of 3.5 ft/sec and 11.25 MGD (half peak
flow),the water height downstream of the screen is:
H= Q/(VxW)
H=(11.25 MGD x 1.547 cfs/MGD)/(3.0 ft/sec x 3.5 ft)
H= 1.66ft
The water height upstream of the screen is H= 1.66 ft+ 11.5"/(12"/ft) =2.6 ft
Peak flow of 22.5 MGD
Using a proportional weir designed for a velocity of 3.5 ft/sec and 22.5 MGD (peak
flow), the water height downstream of the screen is:
H= Q/(VxW)
H= (22.5 MGD x 1.547 cfs/MGD)/(3.0 ft/sec x 3.5 ft)
H= 3.32ft
The water height upstream of the screen is H= 3.32 ft+28.5"/(12"/ft) = 5.7 ft
City of Statesville,North Carolina Page 2-4 Design Calculations
Third Creek WWTP Expansion January 2011

INFLUENT PUMP STATION
The existing influent pump station with screw pumps will be replaced with a new influent pump
station to lift influent wastewater from the new deeper headworks to the grit removal system.
• Design average daily flow= 8.0 MGD = 5,556 gallons per minute (GPM)
• Design peak flow= 5,556 GPM x 2.8125 = 15,625 GPM (22.5 MGD)
The influent pump station must be capable of passing the peak hourly flow with the largest single
pump out of service. Therefore, six (6) submersible, non-clog pumps will be provided to meet a
wide range of flows, and to pump the peak flow of 22.5 MGD with the largest pump out of
service (i.e. firm capacity). Pumps will be equipped with variable frequency drives (VFDs),
paced to match the wet well level. Dual force mains will be provided to achieve scouring
velocity at varying flow rates. The submersible pumps in the wet well will include an overhead
beam and trolley to facilitate the removal of pumps/motors.
Force Main Selection
For greater flexibility, two (2) force mains will be used. These force mains are proposed as 20"
each. The force main will maintain a minimum velocity of two (2) feet per second(FPS)with a
single pump running at full speed to prevent solids deposition.
Force Main size should be selected to maintain a minimum velocity of two (2) feet per second to
prevent solids deposition. Pumping rate (Q) = 3,500 GPM=7.80 cubic feet per second (CFS).
Calculate velocity in a 20-inch diameter force main:
Ago-inch=t(20"/12)2/4 = 2.18 ft2
Q=V x A, so V= Q/A
V=7.80 CFS /2.18 ft2
V=3.5 feet per second
The proposed pumping rate of 3,500 GPM exceeds the 2 feet per second requirement in a 20-
inch force main, while allowing sufficient velocities at lower flow rates using the VFDs. Use 20-
inch force main.
City of Statesville,North Carolina Page 2-5 Design Calculations
Third Creek WWTP Expansion January 2011

Critical Elevations
• HWL Elevation: 730.0'
• LWL Elevation: 724.0'
• Wet Well Sump Elevation: 719.0'
• 100-Year Flood Elevation: 757.0'
• Pump Station FFE: 759.0'
• Force Main Discharge Elevation: varies 784 to 787'
Rectangular wet well
• Basis of design: Pumping Station Design by Jones & Sanks
Pump Intake Design by Hydraulic Institute
• Pump spacing = 6'-0"
• Pump cell dimensions=2'-6"x 2'-6"
• Wet well width= 15'-9"
• Wet well length= 36'
Summary
• Six (6) "equally-sized" submersible, non-clog pumps
• Single pump capacity=5.0 MGD (3,500 gpm)
• Firm pumping capacity= 22.5 MGD (15,630 gpm)
• Low pumping rate=2.0 MGD (40% flow rate w/VFDs)
• Approx. TDH = 72' ±
• Motor size= 100 HP, 900 rpm,
• VFD controls based upon wet well level and flow meters. Equally-sized pumps
simplifies the controls to allow for alternation of all pumps
• Electrical Room above grade for controls and VFDs
• Hoist beam/trolley to allow removal of pumps/motors
City of Statesville, North Carolina Page 2-6 Design Calculations
Third Creek WWTP Expansion January 2011

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Check Pump Cycle Time and Pump Run Time
NCDWQ requirements state that pump-on/pump-off elevations shall be set such that 2 to 8
pumping cycles per hour may be achieved in the pump station at average design flow.
The normal pump cycle time can be determined by adding the time to fill the wet well from
pump off level to pump on level at the average flow rate plus the pump run time required to
lower the wet well level to pump off.
Cycle Time=Fill Time+Pump Run Time
The fill time is determined by the rate of inflow and the volume per cycle:
Fill Time=Volume per Cycle/Q avg
The pump run time is determined by the design pumping rate while inflow continues at the
average flow rate and the volume per cycle:
Pump Run Time= (Volume per Cycle)/ (Q pump—Q avg)
The Volume per Cycle can be determined by the volume of the Wet Well and the elevation
difference between the Pump On and Pump Off floats.
Volume per Cycle= [Wetwell length x Wetwell width] x [Pump On—Pump Off]
The wetwell is 36' long by 15'-9" wide with a center partition wall and baffle wall. The
elevation difference between the pumps off elevation (724.0') and the pump on elevation
(726.0') is 2.0'. Therefore, the volume of the wetwell for one pump operating is:
Volume per Cycle = (36' — 1') x (15.75' — 1') x 2.0' = 1032.5 ft3 =7,723 gallons
Pump Flow=3,500 GPM
Fill Time=7,723 gallons/ 1,750 GPM (use 1,750 or half pump flow for worst-case)
Fill Time=4.4 minutes
Pump Run Time=(7,723 gallons) /(3,500 GPM— 1,750 GPM)
Pump Run Time=4.4 minutes
City of Statesville,North Carolina Page 2-8 Design Calculations
Third Creek WWTP Expansion January 2011

Therefore,
Cycle Time=4.4 minutes+4.4 minutes= 8.8 minutes
Cycles per hour= 1/(Cycle Time/60) = 1/(8.8/60)
Cycles per Hour= 6.8 (Cycle Times Comply with NCDWQ regulations)
Refer to attached calculations for wet well cycle times. When two or more pumps are operating,
cycle times are not critical since VFDs are being provided. At low flows the VFD will be
slowed down to a lower flow rate.
Net Positive Suction Head Calculation for Influent Lift Station
Confirm that net positive suction head available (NPSHA) is greater than net positive suction
head required (NPSHR)by pump manufacturer.
NPSHA=Barometric Pressure— Static Lift—Friction Loss in Suction Piping—Vapor Pressure
Barometric Pressure at site elevation is approx. 32.8 feet
Static Suction Lift= - 3.5feet (positive head over the pump centerline)
Vapor Pressure of Liquid at 75°F = 1.0 feet(per FM catalog)
Friction Loss in Suction Piping:
Submersible pumps are being used, so there is no suction pipe. Fittings losses includes
one (1) entrance fitting (K=0.5)
Head minor=K x V2/2g where, V=ft/s, and g= 32.2 ft/s2
Head minor= 0.8 feet
NPSHA= 32.8 feet—(- 3.5 feet)—0.8 feet— 1.0 feet=34.5 feet
NPSHR(per Fairbanks pump curve) = 19 feet (at run-out)
NPSHA>NPSHR OK
City of Statesville,North Carolina Page 2-9 Design Calculations
Third Creek WWTP Expansion January 2011

GRIT REMOVAL
Wastewater will be transported from the influent pump station via two (2) new force mains to the
grit removal system. Slide gates will split flow between the two (2) grit removal channels. A
downstream flow splitter box will collect and split the flow using weir gates to the downstream
biological nutrient removal basins.
Two (2) vortex-type grit removal units will be provided, each with a capacity of 12 MGD, for a
total capacity of 24 MGD, which exceeds the peak flow of 22.5 MGD. Vortex units require
motor-driven impellers, grit pumps, washwater lines, and other ancillary equipment. One (1) grit
classifier will be provided and sized to handle flow from two vortex units and with provisions to
bypass flow during service interruption.
Design Parameters
• Type: 270° vortex units
• Number: Two (2)
• Peak flow capacity, each: 12 MGD
• Inside Diameter: 12'-0"
• Inlet Channel Width: 2'-6"
• Outlet Channel Width: 5'-0"
• 36" line to splitter box
• Elevations:
o Top of wall for grit units: 789.0'
o Inlet Channel Floor: 784.0'
o Grit Chamber Inlet: 784.0'
o Outlet Channel Floor: 784.5'
o Splitter Box (5' Weirs): Varies 785.0 to 786.4
o Finish Grade: TBD
• Ancillary Equipment in exterior installation:
o Two (2) self-priming grit pumps (250 GPM each per manufacturer)
o Two (2) grit cyclones with bypass
o One (1) grit classifier& dumpster
• Manufacturers: Waste Tech, Jones &Atwood, Smith& Loveless, and JWC
City of Statesville,North Carolina Page 2-10 Design Calculations
Third Creek WWTP Expansion January 2011

CHLORINE FEED
Chlorine gas is currently used for final disinfection of the treated wastewater. At the proposed
design and peak flows, the existing chlorine contact basin would not provide sufficient detention
time. The existing basin is also located below the 100-year flood elevation and would not be
operable under the 100-year flood conditions. Therefore, a new chlorination basin is being
provided.
The existing chlorine storage and feed system includes two (2) one-ton cylinders, which have
automatic switchover capabilities, manifolded to supply each of the two (2) existing Wallace &
Tiernan V l OK chlorinators. At such point that chlorine demand requires more capacity than the
existing chlorinators,the operators will replace the rotameters with higher capacity units.
Chlorine Demands
Effuent Disinfection = 6 mg/1 x 8 MGD x 8.34 lb/gal =400 lb/day
Storage Required= 15 days x 400 lb/day= 6,000 lb
No. of Cylinders Required (@ 1 ton/cylinder) = 6,000 lb/20001b/cyl = 3 cylinders
Chlorine Feed Points
Chlorine Contact Influent: Disinfection/Cleaning
CHLORINE CONTACT BASIN
Design chlorine contact basin for a contact period of 15 minutes at design peak hourly flow (per
Ten States Standards). Peak hourly flow would be 15,625 GPM.
15,625 GPM x 15 minutes=234,400 gallons (or 31,340 CF)
For a minimum water depth of 12', surface area= 31,400 CF/ 12' =2,612 SF
An new chlorine contact basin will have two (2) parallel trains, each sized for half of the chlorine
contact volume specified above to meet Class 1 reliability standards.
• Minimum water depth= 12 ft
• Maximum water depth at peak flow= 14.3 ft
• Total surface area= 31,400 CF/ 12' =2,612 SF
• Surface area of each train=2,612 SF/2 = 1,306 SF
City of Statesville,North Carolina Page 2-11 Design Calculations
Third Creek WWTP Expansion January 2011

EFFLUENT METER
An effluent meter will be provided at the end of the chlorine contact basin after flow combines in
the non-potable water sump. A 120-deg v-notch weir will be used to provide accurate
measurements at low flows, and to minimize water levels at peak hourly flow.
Discharge equation: Q =2.798 H 2'5 where Q =MGD and H=feet
Solving for head, H= (Q/2.798) 0.4
Q, Flow H, Head
(MGD) (ft) (in)
1.0 0.66 8.0
2.0 0.87 10.5
4.0 1.15 13.8
6.0 1.36 16.3
8.0 1.52 18.3
12.0 1.79 21.5
16.0 2.01 24.1
22.5 2.30 27.6
DECHLORINATION FEED
Dechlorination is currently provided at the plant using Sodium Bisulfate. DENR requires
1.6 mg/L of Sodium Bisulfite per mg/L of Chlorine Removed. Dechlorination will be moved
such that it will occur after effluent metering and chlorine contact.
Dechlorination Requirements
Effluent Disinfection = 3 mg/1 x 8 MGD x 8.34 lb/gal=200 lb/day
Sodium Bisulfite Feed= 1.6 x Chlorine Removed
Sodium Bisulfite Feed, mg/L= 1.6 x 200 lb/day= 320 lb/day
Sodium Bisulfite is typically provided in a solution at 38% with a S.G. of 1.33
Sodium Bisulfite Unit weight= 1.33 x 8.34 lbs/gal = 11.1 lbs/gal
Sodium Bisulfite Feed in GPD = 320 lbs/day/ 11.1 lbs/gal =29 GPD
Provide 15 Days of Storage
Storage Required= 15 days x 29 GPD =435 gal
Store (8) 55 Gallon Drums in Dechlorination Building and/or Storage Building
City of Statesville, North Carolina Page 2-12 Design Calculations
Third Creek WWTP Expansion January 2011

DECHLORINATION CHAMBER
At the end of the chlorine contact basin, Sodium Bisulfite solution will be fed to the effluent for
dechlorination prior to discharging to Third Creek. Per Ten States Standards (and NCDWQ
Minimum Design Criteria for Dechlorination Systems), a minimum of 30 seconds of mixing and
contact time shall be provided at the design peak hourly flow.
Peak flow=22.5 MGD = 15,625 GPM=260.4 gallons per second
260.4 gallons per second x 30 seconds=7,812 gallons (or 1,044 CF)
The new dechlorination chamber will have inside dimensions 22' long x 5' wide x
10' minimum water level.
Volume=22' x 5' x 10' = 1,100 CF (or 8,228 gal)
8,228 gallons> 7,812 gallons, so the new chamber provides the necessary contact time.
POST-AERATION CALCULATIONS
Basin Sizing
Determine basin size and aeration required to increase dissolved oxygen residual from 0 mg/1 to
5 mg/1 at the peak flow rate.
Use 5 min. detention time for peak of 22.5 MGD.
Volume Required:
22.5 MGD (Peak) = 15,625 gpm
15,625 gpm x 5 min. = 78,125 gal. or 10,445 cu.ft.
Detention Time at Plant Capacity:
Design ADF = 8.0 MGD = 5,556 gpm
5,556 gpm x T= 78,125 gal.
Hydraulic Retention Time (HRT) = 14.0 min.
Use a rectangular basin and minimum water depth of 10'
Dimensions are 48 ft. long x 22 ft. wide x 10 ft. depth= 10,560 cu. ft. > 10,445 cu.ft.
= 79,000 gal
City of Statesville,North Carolina Page 2-13 Design Calculations
Third Creek WWTP Expansion January 2011

Aerator Sizing
Actual Oxygen Requirement(AOR)
Assume treated wastewater entering Post-Aeration Basin has a residual Dissolved Oxygen (DO)
of 0 mg/. The design effluent limit has a minimum of 5.0 mg/L DO requirement. Aerator sizing
will be based upon the design ADF of 8.0 MGD
AOR= (5 mg/L—0 mg/L)x 8.0 MGD x 8.34 x 1 day/24 hrs. = 13.9 r=1 14 lb. 02/hr.
Find Field 02 Transfer Efficiency:
FTE= SOTE x [(Cs x 13)—Cr] x (1.024 T-2°)x a /9.09
Where:
SOTE= 3.0 lbs. 02 /BHP-hr
T= 30°C
Cs= 7.34 mg/L (@ 30°C and Elev. 760')
13 = 0.95 (Per Metcalf& Eddy)
a= 0.85 (Per Metcalf& Eddy)
Cr= 5.O mg/L
FTE= 0.70 lbs. 02/BHP-hr
Power Requirement
Motor Loading= 92%per Aqua-Aerobics
Power aeration= (14 lb./hr)/(0.70 lb./BHP-hr x 0.92) =21.7 = 22 HP
Mixing requirements: 30 HP/MG recommended for complete mix conditions.
Power mixing= 30 HP/MG x 0.079 MG = 2.4 MG
Provide minimum of 22 HP to meet the oxygen demand. Provide two (2) aerators in case one (1)
is out of service to provide air to the basin.
Conservatively,use 30 HP required to efficiently aerate current and future flows up to 8.0 MGD.
Use two (2) 15 HP aerators within the Post-Aeration Basin.
City of Statesville,North Carolina Page 2-14 Design Calculations
Third Creek WWTP Expansion January 2011

EFFLUENT SEWER
The 36" effluent line was recently surveyed, and it was discovered that the slope of the two (2)
line segments (0.48% and 0.16%) were not consistent with the plant record drawings (0.34% for
both segments). As a result, the proposed project has been revised to include the replacement of
the 0.16% segment with a new 36" pipe at a steeper slope to allow the effluent pipe to pass a
minimum of 22.5 MGD (peak design flow). The existing pipe segment with a 0.48% slope can
pass 30 MGD of flow and is therefore proposed to remain. The new segment of effluent sewer
will be a 36" gravity sewer pipe with a minimum slope of 0.5%.
SLUDGE FACILITIES OVERVIEW
Waste activated sludge (WAS) will be pumped from the return activated sludge (RAS) wet well
to the sludge treatment process. Two (2) WAS pumps will be provided, each sized for the WAS
design flow rate.
WAS will be pumped through a 6" force main to the existing sludge thickening building. Sludge
will be mixed with polymer through a static mixer before discharging into a proposed Gravity
Belt Thickener(GBT). The 2.0M GBT (capable of handling up to 540 GPM) would increase the
solids concentration from 0.8-1% to 5% before draining into the existing Aerobic Digester
through a 12" gravity drain line. Aeration in the digester will be provided by five (5) 75 HP
floating aerators.
Digested sludge will flow by gravity out of the Aerobic Digester to the existing "heavy sludge"
wet well. Sludge is currently pumped through the duplex progressive cavity pumps to the
existing Ashbrook Belt Filter Presses (BFPs) in the Dewatering Building. Dewatered sludge
cake is then transported to the City's 4th Creek WWTP.
SLUDGE PRODUCTION
Per Table 12-7 in Metcalf and Eddy, typical dry solids production for activated sludge treatment
facilities= 0.6—0.8 dry lbs per 1,000 gallons. Assume 0.8 lb./1,000 gallons.
Estimated sludge production=0.8 lb x 8,000,000 gallons/ 1,000 gallons=
6,400 dry lbs/day
Per Wastewater Treatment Plant Design (Randell), determine solids production by a second
method based on BOD5 loading. Assume influent BOD5 concentration of 250 mg/L and 100%
removal.
City of Statesville,North Carolina Page 2-15 Design Calculations
Third Creek WWTP Expansion January 2011

Estimated sludge production=250 mg/L x 8.34 lbs/gallons x 0.82 yield x 8 MGD=
13,678 dry lbs/day
Use the second method of solids determination because it is more conservative.
Convert to a liquid volume. Assume sludge is 0.8% solids.
V = Ws/ [ (pw) (Ssi) (Ps) ]
Ws=weight of dry solids= 13,678 lbs.
pw=density of water= 62.4 lbs per cubic foot
Ssi = specific gravity of sludge = 1.02 per Metcalf and Eddy for Sludge
Ps=% solids= 0.8%
V= 13,678 / [ (62.4) (1.02) (0.008) ]
V =26,862 cubic feet or 200,929 gallons of sludge per day
200,929 GPD/ 1,440 = 139.5 GPM of sludge generated
SLUDGE STORAGE
It is proposed to use the plant's existing digester with modifications as part of the project. Verify
that the existing digestion basin will provide 30 days of residual storage per current NCDWQ
regulations. Activated sludge will be mixed with polymer and thickened to reduce the volume of
the sludge to be digested.
The digestion basin will include new aeration equipment to provide the necessary oxygen
transfer to maintain aerobic conditions in the thickened sludge. It is assumed that the sludge will
be thickened to 5% solids.
Assuming 13,678 dry lbs. of waste activated sludge per day, the liquid volume at 5% solids
would be
V= 13,678 /(62.4) (1.02) (0.05)
V=4,298 CF = 32,149 GPD
32,149 GPD x 30 days = 964,474 gallons of storage required
City of Statesville,North Carolina Page 2-16 Design Calculations
Third Creek WWTP Expansion January 2011

The existing digester has a volume of 930,000 gallons at its current maximum water level.
Increasing that maximum water level by 4-inches during this project would increase the
digester's volume to 971,000 gallons.
971,000 gallons > 964,474 gallons, so proposed modifications to existing facilities
provide the necessary storage.
GRAVITY BELT THICKENER
According to information obtained from the manufacturer (Ashbrook), the proposed thickener
for the Third Creek WWTP has a capacity to thicken 1,100 dry pounds of solids per hour per
meter width. Capacities of the gravity belt thickener (GBT) and waste sludge pumps are based
upon a peak daily sludge production rates.
Estimated sludge production=310 mg/L x 8.34 lbs/gallons x 0.82 yield x 8 MGD =
16,960 dry lbs/day
Assume that the sludge has a solids content of 0.8%
2-meter GBT loading rate=2,200 dry lb/hr
2-meter GBT loading rate =275,000 wet lb/hr
2-meter GBT loading rate=275,000 wet lb/hr/ 8.54/60 = 537 GPM use 540 GPM
BELT FILTER PRESS
According to information obtained from the press manufacturer(Ashbrook), each 2.0M belt filter
press installed at the Third Creek WWTP has a maximum solids loading rate of 1,120 dry
pounds per hour. There are two (2)belt filter presses at this facility.
Estimated time to process sludge per day= 13,378 lbs per day/ [ (2) (1,120 lbs./hour) ]
Operation Time= 5.97 hours per day
If belt filter presses are only run five (5) days out of the week:
(5.97) (7) =41.81 hours
41.8 / 5 = 8.4 hours per work day
City of Statesville, North Carolina Page 2-17 Design Calculations
Third Creek WWTP Expansion January 2011

SLUDGE PUMPS
Waste sludge will be pumped from the RAS/WAS pump station to the new gravity belt thickener
and/or the aerobic digester. The maximum sludge wasting rate is 540 GPM. As plant flows
increase, the weekly operation times for sludge processing will increase accordingly.
The waste sludge force main size should be selected to maintain velocity between two (2) feet
per second to prevent solids deposition and six (6) feet per second to prevent excessive headloss
(maximum velocity does not apply to piping within wet well and valve vault). Pumping rate (Q)
= 540 GPM = 1.20 cubic feet per second (CFS). Calculate velocity in a 6-inch diameter force
main:
A6-inch= (6.4/12)2/4=0.22 ft2 V= 1.20 CFS /0.22 ft2
Q=V x A, so V = Q/A V=5.45 feet per second
The proposed pumping rate of 540 GPM exceeds the 2 feet per second minimum requirement
and is within the 6 feet per second maximum in a 6-inch force main. VFDs will be used to allow
lower flow rates. Use 6-inch force main.
The friction losses in the 6-inch force main can be represented as:
Head friction= 10.44 Q1.85 L Head minor=K V2
C1.85 D4.87 2g
For L in feet, Q in GPM, D in inches, V in ft/sec and g in ft/sec2. Use static head of 5.25 feet and
k factors as published in Cameron Hydraulics Handbook to determine minor losses:
For 540 GPM, Head friction= (10.44) (5401.85 ) (1,346) = Head friction=37.7 feet
(1001.85) (6.44.87)
Head minor 4"= (1.93) (11.9)2 = Head minor= 4.2 feet
(2) (32.2)
Head minor 6"= (8.83) (5.45)2 = Head minor= 4_1 feet
(2) (32.2)
Total head loss=37.7 feet+8.3 feet+5.25 feet= 51.3 feet (say 52 feet)
City of Statesville,North Carolina Page 2-18 Design Calculations
Third Creek WWTP Expansion January 2011

The attached spreadsheet and system curve have been developed for this application. The pump
operating point, as shown on the system curve is:
540 GPM @ 52 feet TDH
A potential pump for this application is the Fairbanks Morse Solids Handling 4-Inch 5432
submersible pump with 15 HP motor(see attached pump curve).
Summary
• Two (2)non-clog submersible WAS pumps with VFDs
• 6" WAS line to sludge thickening building (4" suction& discharge piping in station)
• Polymer injection and mixing
• 2.0 Meter GBT to increase solids content from 0.8-1%to 5%
• Bypass line for option to discharge WAS directly to Aerobic Digester
• 12" Gravity discharge from GBT to existing Aerobic Digester
• Five (5) floating aerators (75 Hp each)
• Drain sludge by gravity through existing piping to heavy sludge wet well
• Existing progressive cavity pumps will transport digested sludge to existing Ashbrook
Belt Filter Presses to dewater before disposal/transport to 4th Creek WWTP
City of Statesville, North Carolina Page 2-19 Design Calculations
Third Creek WWTP Expansion January 2011

PARKSON CORPORATION
PF-PF-PF-PF-PF-PF-PF-PF-PF-PF-PF
AQUA GUARD PRELIMINARY SIZING
PF-PF-PF-PF-PF-PF-PF-PF-PF-PF-PF
PROJECT: Statesville, NC - 3rd Creek
PROJECT NUMBER: 0
SOLD TO: 0
DATE: 40532 MODEL: AG-PF
FLOW RATE: 11.25 (MGD) SCREEN WIDTH: 3.00 (FEET)
CHANNEL WIDTH: 3.00 (FEET) DISCHARGE HT: 36.00 (FEET)
CHANNEL DEPTH: 6.00 (FEET) UPSTREAM W.L.: 3.96 (FEET)
OP FLOOR HEIGHT 30 (FEET) FREEBOARD: 2.04 (FEET)
SCREEN ANGLE: 85 (DEG) HYD. HEADLOSS: 11.53 (INCHES)
PERF SIZE: 0.25 (IN) TOTAL HEADLOSS: 11.53 (INCHES)
W.L. DOWNSTREAM: 3.00 (FEET) PERCENT BLINDED: 35%
RECESS: 0.50 (FEET) V (upstream) : 1.47 FT/SEC
DEAD SPACE: 0 (FEET) V (downstream) : 1.93 FT/SEC
HEIGHT ABV FLOOR: 5.50 (FEET)
*************************************************************************
SCREEN RECOMMENDATION: AG-PF -T 3.0' x 36' x 85 DEG x 0.25-IN
*************************************************************************

PARKSON CORPORATION
PF-PF-PF-PF-PF-PF-PF-PF-PF-PF-PF
AQUA GUARD PRELIMINARY SIZING
PF-PF-PF-PF-PF-PF-PF-PF-PF-PF-PF
PROJECT: Statesville, NC - 3rd Creek
PROJECT NUMBER: 0
SOLD TO: 0
DATE: 40532 MODEL: AG-PF T
FLOW RATE: 22.50 (MGD) SCREEN WIDTH: 3.00 (FEET)
CHANNEL WIDTH: 3.00 (FEET) DISCHARGE HT: 36.00 (FEET)
CHANNEL DEPTH: 6.00 (FEET) UPSTREAM W.L.: 5.38 (FEET)
OP FLOOR HEIGHT 30 (FEET) FREEBOARD: 0.62 (FEET)
SCREEN ANGLE: 85 (DEG) HYD. HEADLOSS: 28.50 (INCHES)
PERF SIZE: 0.25 (IN) TOTAL HEADLOSS: 28.50 (INCHES)
W.L. DOWNSTREAM: 3.00 (FEET) PERCENT BLINDED: 35%
RECESS: 0.50 (FEET) V (upstream) : 2.16 FT/SEC
DEAD SPACE: 0 (FEET) V (downstream) : 3.87 FT/SEC
HEIGHT ABV FLOOR: 5.50 (FEET)
*************************************************************************
SCREEN RECOMMENDATION: AG-PF -T 3.0' x 36' x 85 DEG x 0.25-IN
*************************************************************************

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Hydraulic Profile
Flow Rate percentages for calculations
ADF 8.00 100.0%
1/2 ADF 4.00 50.0%
1/3 ADF 2.67 33.3%
Peak 22.50 281.3%
1/2 Peak 11.25 140.6%
RAS-ADF 6.00 75.0%
RAS-Peak 13.50 168.8%
ADF + RAS-ADF 14.00 175.0%
1/3ADF + 1/3RASADF 4.67 58.3%
Peak + RAS-Peak 36.00 450.0%
1/2P + 1/2RP 18.00 225.0%

Calculations For. Third Creek WWTP Hydraulic Profile-Design Peak Flow w/1 unit out of service
Process Structures Weir MWSE TOC+/-
Made by: JAW Date: 12/13/2010 Grit Chamber 788.37 788.37 789.00 0.63
Checked by: Date: RESULTS Splitter Box 785.24 786.65 788.25 1.60
Upstream End Description: Headworks Influent 7.20 =Minor Losses 3-Stage BNR 782.32 783.00 785.00 2.00
Downstream End Description: Effluent Box 4.10 =Friction Losses Post-Anox/Re-Aer 777.32 778.00 780.00 2.00
4.78 =Weir Losses Clarifiers 771.75 772.00 774.00 2.00
Total Plant Flow(mgd)= I 8.0 17.29 =Other Losses Chlorine Contact 757.00 759.30 761.00 1.70
Effluent Weir Elev(ft)= 755 I 33.37=Total Headloss Post-Aeration 755.00 755.61 761.00 5.39
% Flow Flow Flow Diam. Velocity Pipes Fittings Weirs(broad) Fall
ITEM Length C hf K hm L hw Head
DESCRIPTION Flow (MGD) (cfs) (gpm) (in) (fps) (ft) (ft) (ft) (ft) Elevation REMARKS
Influent Force Main Exit 141 11.25 17.4 7,813 100 788.37 Exit-Max WSE
Headworks to Ditches Head Loss=
Grit Inlet 281 22.50 34.8 15,625 120 788.37 1.27 ft
Max WSE 281 22.50 34.8 15,625 120 788.37
Weir Crest/freeboard 281 22.50 34.8 15,625 120 0.25 788.37
Pipe entrance 281 22.50 34.8 15,625 37.3 4.6 120 0.50 0.16 788.12
Effluent pipe 281 22.50 34.8 15,625 37.3 4.6 10 120 0.02 787.96
90 degree fitting 281 22.50 34.8 15,625 37.3 4.6 120 0.36 0.12 787.94
Tee-fitting(thru) 281 22.50 34.8 15,625 37.3 4.6 120 0.24 0.08 787.82
Effluent pipe 281 22.50 34.8 15,625 37.3 4.6 130 120 0.25 787.74
Tee-fitting(thru) 281 22.50 34.8 _15,625 37.3 4.6 120 0.24 0.08 _ 787.50
Effluent pipe 450 36.00 55.7 25,000 43.4 5.4 70 120 0.15 787.42
90 degree fitting 450 36.00 55.7 25,000 43.4 5.4 0.36 0.16 787.27
S.litter Bo_x Head Loss=
Pipe Exit 450 36.00 55.7 25,000 43.4 5.4 1.00 0.46 787.10 3.67 ft
Max WSE 225 18.00 27.8 12,500 5 1.409 786.65
Weir/freeboard 225 18.00 27.8 12,500 0.50 785.24
Pipe entrance 225 18.00 27.8 12,500 31.1 5.3 0.50 0.22 784.74
(3)90 degree fittings 225 18.00 27.8 12,500 31.1 5.3 1.08 0.47 784.52
Tee-fitting(thru) 225 18.00 27.8 12,500 31.1 5.3 0.24 0.10 784.05
Pipe 225 18.00 27.8 12,500 31.1 5.3 170 120 0.52 783.95
3-Sta•e BNR Basins Head Loss=
Pipe Exit 225 18.00 27.8 12,500 31.1 5.3 1.00 0.43 783.43 3.37 ft
Max WSE 225 18.00 27.8 12,500 15 0.677 783.00
Weir Crest/freeboard 225 18.00 27.8 12,500 0.31 782.32
Pipe Entrance 225 18.00 27.8 12,500 37.3 3.7 0.50 0.10 782.01
90 degree fitting 225 18.00 27.8 12,500 37.3 3.7 0.36 0.08 781.91
Tee-fitting(thru) 450 36.00 55.7 25,000 37.3 7.3 0.24 0.20 781.83
Effluent pipe 450 36.00 55.7 25,000 37.3 7.3 100 120 0.45 781.63
Tee-fitting(side) 450 36.00 55.7 25,000 37.3 7.3 0.72 0.60 781.18
Effluent pipe 450 36.00 55.7 25,000 37.3 7.3 10 120 0.05 780.58
Tee-fitting(thru) 450 36.00 55.7 25,000 49.6 4.2 0.24 0.06 780.53
Effluent pipe 450 36.00 55.7 25,000 49.6 4.2 180 120 0.20 780.47
45 degree fittings 450 36.00 55.7 25,000 49.6 4.2 0.38 0.10 780.26
90 degree fitting 450 36.00 55.7 25,000 49.6 4.2 0.36 0.10 780.16
Future Post-Anox Slitter Head Loss=
Future 225 18.00 27.8 12,500 49.6 2.1 2.00 780.06 2.00 ft
Future Post-Anox/Reaer Head Loss=
Pipe Exit 225 18.00 27.8 12,500 49.6 2.1 1.00 0.07 778.06 2.14 ft
Max WSE 225 18.00 27.8 12,500 _ 15 0.677 778.00
Weir Crest/freeboard 225 18.00 27.8 12,500 0.22 777.32
Pipe Entrance 225 18.00 27.8 12,500 31.1 5.3 0.50 0.22 777.10
Effluent pipe 225 18.00 27.8 12,500 31.1 5.3 50 120 0.15 776.89
Third Creek WWTP Hydraulic Profile McGill Associates 1 of 2

% Flow Flow Flow Diam. Velocity Pipes Fittings Weirs(broad) Fall
ITEM Length C hf K hm L hw Head
DESCRIPTION Flow (MGD) (cfs) (gpm) (in) (fps) (ft) (ft) (ft) (ft) Elevation REMARKS
90 degree fitting 225 18.00 27.8 12,500 31.1 5.3 _ 0.36 0.16 - 776.74
Tee-fitting(thru) 225 18.00 27.8 12,500 31.1 5.3 0.24 0.10 776.58
90 degree fitting 450 _36.00__55.7__25,000 49.6 4• .2_ ._ 0.36 0.10 776_48-
Effluent pipe 450 36.00 55.7 25,000 49.6 4• .2 400 120 0.45 776.38
Clarifier S.litter Box Head Loss=
Pipe Exit 450 36.00 55.7 25,000 49.6 4.2 1.00 0.27 775_93 3.49 ft
Max WSE 225 18.00 27.8 12,500 5 1.409 775.66
Weir Crest/freeboard 225 18.00 27.8 12,500 0.64 774.25
Pipe Entrance 225 _18.00 _27.8__12,500 31.1 5.3 0.50 0.22 -_773.61
Effluent pipe 225 18.00 27.8 12,500 31.1 5.3 160 120 0.49 _ 773.40-
90 degree fitting(out) 225 18.00 27.8 12,500 31.1 5.3_ 0.36 0_16 _ - -772.91_
(2)45 degree fittings 225 18.00 _27.8 12,500 31.1 _5.3_ - 0.38 _0.16 _ __ __772.75
_ _
90 degree fitting(up) 225 18.00 27.8 12,500 31.1 5.3 0.36 0.16 772.59
Clarifiers Head Loss=
Pipe Exit 225 18.00 27.8 12,500 31.1 5.3 1.00 0.43 _ 772:43_5.26 ft
Max WSE 141 11.25 17.4 7,813 0.25 772,00 Peripheral v-notch
- - ------- ---------------- --- --------- - -- -
Weir Crest/freeboard 141 11.25 17.4 7,813 3.39 771.75
Pipe Entrance 141 11.25 17.4 7,813 25.0 5.1 0.50 0.20 -_ 768.36
90 degree fitting(out) 141 11.25 17.4 7,813 25.0 5.1 0.36 0.15 _ _ 768.16-
Effluent pipe 141 11.25 17.4 7,813 25.0 5.1 40 120 0.15 _ 768.02-
Tee-fitting(side) 281 _22.50 _34.8_ 15,625 37.3 _4. _
_ - 0.72 0.24 _-767.87_
Effluent pipe 281 22.50 34.8 15,625 37.3 4.6 240 120 0.46 767.63
Clarifier Effluent Box Head Loss=
Pipe Exit _ 281 22.50 34.8 15,625 37.3 4.6 -__ 1.00 0.33 _ - 767.18 1.09 ft
Max WSE 281 22.50 34_8 15,625 37.3 4.6 766.85
Pipe Entrance 281 22.50 34.8 15 625 37.3 4_6 _ 0.50 0.16 __-_ 766_85_
Effluent pipe _-_ 281 22.50 34.8 15,625 37.3 4.6 250 120 0.48 766.69
(2)45 degree fittings 281 22.50 34.8 15,625 37.3 4.6 0.38 0.12 766.21
Future Filters Head Loss=
Filters and Fittings_ 281_ 22_50 -34_8 15,625 37.3 4_6 _ _ _ - 6.00 766.09 6.41 ft
(2)45 degree fittings 281 22.50 34.8 15,625 37.3 4• .6 0.38 0.12 760.09
Effluent pipe 281 22.50 34.8 15,625 37.3 4.6 150 120 0.29 759.96
Chlorine Contact Head Loss=
Pipe Exit 281 22.50 34.8 15,625 37.3 4.6 1.00 0.33 ____- 759_68 4.07 ft
Chlorine Contact 281 22.50 34.8 15,625 _ 0.05 759.35
Max WSE 281 22.50 34.8 15,625 2.30 759.30 120-deg v-notch
Weir Crest/freeboard 281 22.50 34.8 15,625 1.39 757.00
Dechlor Sump 281 22.50 34.8 15,625 _ _ _ _ - _ 755_61
Pipe Entrance 281 22.50 34.8 15,625 _ -_ 755_61-
Effluent pipe 281 22.50 34.8 15,625 755_61
(2)45 degree fittings 281 22.50 34.8 15,625 - 755.61
Post-Aeration Head Loss=
Pipe Exit _ 281 22.50 34.8 15,625 - __755_61-0.61 ft
Post-Aeration _281• 22.50 34.8 15,625 755.61
Max WSE 281 22.50 34.8 15,625 22 0.609 _755.61_
Final Weir Crest 281 22.50 34.8 15,625 _ _ _ 755.00
Third Creek WWTP Hydraulic Profile McGill Associates 2 of 2

Calculations For: Third Creek WWTP Hydraulic Profile-Design Average Daily Flow
Process Structures Weir MWSE TOC+/-
Made by: JAW Date: 12/13/2010 Grit Chamber 785.50 786.32 789.00 2.68
Checked by: Date: RESULTS Splitter Box 783.22 783.79 788.25 4.46
Upstream End Description: Headworks Influent 0.70=Minor Losses 3-Stage BNR 782.32 782.60 785.00 2.40
Downstream End Description: Effluent Box 0.53=Friction Losses Post-Anox/Re-Aer 777.32 777.60 780.00 2.40
2.64=Weir Losses Clarifiers 771.75 771.83 774.00 2.17
Total Plant Flow(mgd)= ( 8.0 27.44=Other Losses Chlorine Contact 757.00 758.52 761.00 2.48
Effluent Weir Elev(ft)= 755 ( 31.32=Total Headloss Post-Aeration 755.00 755.31 761.00 5.69
Flow Flow Flow Diam. Velocity Pipes Fittings Weirs Sbroad) Fall
ITEM Length C hf K hm L hw Head
DESCRIPTION Flow (MGD) (cfs) (gpm) (in) (fps) (ft) (ft) (ft) (ft) Elevation REMARKS
Influent Force Main Exit 50 4.00 6.2 2,778 100 786.32 Exit-Max WSE
Headworks to Ditches Head Loss=
Grit Inlet 100 8.00 12.4 5,556 120 786.32 2.46 ft
Max WSE_ 100 8.00 12.4 5,556 _ 120 5 0.821 _786.32
Weir Crest/freeboard 100 8.00 12.4 5,556 120 _ 1.49 785.50
Pipe entrance 100 8.00 12.4 5,556 37.3 1.6 120 0.50 0.02 784.01
Effluent pipe - 100 8.00 12.4 5,556 37.3 1.6 10 120 0.00 783.99
90degree fitting 100 8.00 12.4 5,556 37.3 1.6 120 0.36 0.01 783.98
Tee-fitting(thru) 100 8.00 12.4 5,556 37.3 1.6 120 0.24 0.01 783.97
Effluent pipe 100 8.00 12.4 5,556 37.3 1.6 130 120- 0.04 783.96
Tee-fitting(thru) 100 8.00 12.4 5,556 37.3 1.6 _ 120 0.24 0.01 783.92
Effluent pipe 175 14.00 21.7 9,722 43.4 2.1 70 120 0.03 783.91
90 degree fitting 175 14.00 21.7 9,722 43.4 2.1 0.36 0.02 783.89
S.litter Box Head Loss=
Pipe Exit 175 14.00 21.7 9,722 43.4 2.1 1.00 0.07 783.86 1.24 ft
Max WSE 58.3 4.67 7.2 3,241 5 0.573 783.79
Weir/freeboard 58.3 4.67 7.2 3,241 0.50 783.22
Pipe entrance 58.3 4.67 7.2 3,241 31.1 1.4 0.50 0.01 • 782.72
(3)90 degree fittings 58.3 4.67 7.2 3,241 31.1 1.4 1.08 0.03 - 782.71
Tee-fitting(thru) 58.3 4.67 7.2__3,241_ 31.1 _ 1.4 0.24 0.01 782.67
Pipe 58.3 4.67 7.2 3,241 31.1 1.4 170 120 0.04 ---_-- 782.67
3-Sta.e BNR Basins Head Loss=
Pipe Exit 58.3 4.67 7.2 3,241 31.1 1.4 1.00 0.03 782.62 3.02 ft
Max WSE 58.3 4.67 7.2 3,241 15 0.275 782.60
Weir Crest/freeboard 58.3 4.67 7.2 3,241 2.42 782.32
Pipe Entrance 58.3 4.67 7.2 3,241 37.3 1.0 0.50 0.01 779.90
90 degree fitting 58.3 4.67 7.2 3,241 37.3 1.0 0.36 0.01 779.89
Tee-fitting(thru) 175 14.00 21.7 9,722 37.3 2.9 _ _ 0.24 0.03 __ _ 779.88
Effluent pipe 175 14.00 21.7 _9,722 37.3 _2.9_ 100 120 0.08 _._ __ 779.85
Tee-fitting(side) 175 14.00 -21.7 9,722 37.3 2.9 _ 0.72 0.09 ___- 779.77
Effluent pipe 175 14.00 21.7 9,722 37.3 2.9 10 120 0.01 779.68
Tee-fitting(thru) 175 14.00 21.7 9,722 49.6 1.6 0.24 0.01 779.68
Effluentpipe 175 14.00 21.7 9,722 49.6 1.6 180 120 0.04 779.67
45 degree fittings 175 14.00 21.7 9,722 49.6 1.6 0.38 0.02 779.63
90 degree fitting 175 14.00 21.7 9,722 49.6 1.6 0.36 0.01 779.61
Future P ost-Ano x S.liner Head Loss=
Future 175 14.00 21.7 9,722 49.6 1.6 2.00 779.60 2.00 ft
Future Post-Anox/Reaer Head Loss=
Pipe Exit 58.3 4.67 _7.2 3,241 49.6 0.5 1.00 0.00 777.60 2.91 ft
Max WSE 58.3 4.67 7.2 3,241 15 0.275 _777.60
Weir Crest/freeboard 58.3 4.67 7.2 3,241 2.50 777.32
Pipe Entrance 58.3 4.67 7.2 3,241 31.1 1.4 0.50 0.01 774.82
Effluent pipe 58.3 4.67 7.2 3,241 31.1 1.4 50 120 0.01 - 774.81
Third Creek WWTP Hydraulic Profile McGill Associates 1 of 2

% Flow Flow Flow Diam. Velocity Pipes Fittings Weirs(broad)_ Fall
ITEM Length C hf K hm L hw Head
DESCRIPTION Flow (MGD) (cfs) (gpm) (in) (fps) (ft) (ft) (ft) (ft) Elevation REMARKS
90 degree fitting 58.3 4.67 7.2 3,241 31.1 1.4_ - 0.36 0.01 _ _ 774.80_
Tee-fitting(thru) 58.3 4.67 7.2 3,241 31.1 1.4 _ _ 0.24 0.01 _ - 774.79
90 degree fitting 175 14.00 21.7 9,722 49.6 1.6 0.36 0.01 __ _ _ 774.78_
Effluent pipe 175 14.00 21.7 9,722 49.6 1.6 400 120 0.08 774.76
Clarifier Splitter Box Head Loss=
Pipe Exit175 _14.00_ 21.7 91722_ 49.6 1.6 1.00 0.04 _ 774_69 285 ft
Max WSE 33.3 2_67 4_1 1�852 -__ -_ _ 5 0.395 .__._.. rasa_
WeirCrest/freeboard 33.3 2.67 4.1 1,852 2.38 774.25
Pipe Entrance 33.3 2.67 4.1 1,852 31.1 0.8 0.50 0.00 771.87
Effluent pipe 33.3 2.67 4.1 1,852 31.1 0.8 160 120 0.01 771.86
90 degree fitting(out) 33.3 2.67 4.1 1,852 31.1 0.8 _ _ 0.36 _0.00 _-__ _-_. _ 771_85
(2)45 degree fittings 33.3 _2.67_ 4.1 _1,852 �31.1 __0.8__ _ 0.38 0.00 _ __ 771.85
90 degree fitting(up) 33.3 2.67 4.1 1,852 31.1 0.8 0.36 0.00 771.84
Clarifiers Head Loss=
Pipe Exit 33.3 2.67 4.1 1,852 31.1 0.8 1.00 0.01 -_ 771_84 7.02 ft
Max WSE 33.3 2.67 4.1 1,852 0.08 771.83 Peripheral v-notch
Weir Crest/freeboard 33.3 2.67 4.1 1,852 6.81 771.75
Pipe Entrance 33.3 2.67 4.1 1,852 25.0 1.2 0.50 0.01 764.94
90 degree fitting-(out) 33.3 _2.67_ 4.1 _1,852_ 25.0 1.2 0.36 0.01 764.93
Effluent pipe _33.3 _2.67 4.1 _1,852__25.0 _1.2__ 40 120 0.01 _ _ _ 764.92
Tee-fitting(side) 100 8.00 12.4 5,556 37.3 1.6 0.72 0.03 764.91
Effluent pipe 100 8.00 12.4 5,556 37.3 1.6 240 120 0.07 764.88
Clarifier Effluent Box Head Loss=
Pipe Exit _ 100 8_00 12_4 5,556 37.3 1.6 _ 1.00 0.04 _ 764.82 0.15 ft
Max WSE 100 -8.00_ 12.4 _5,556_ 37.3 1.6- - 764Z_
Pipe Entrance 100 8.00 12.4 5,556 37.3 1.6 0.50 0.02 _ _ 764.78
Effluent pipe 100 8.00 12.4 5,556 37.3 1.6 250 120 0.07 764.75
(2)45 degree fittings 100 8.00 12.4 5,556 37.3 1.6 0.38 0.02 764.68
Future Filters Head Loss=
Filters and Fittings 100 _8.00__12.4 _5,556_ 37.3 1_6_ __ _ 6.00 764.67 6.06 ft
(2)45 degree fittings 100 8.00 12.4 5,556 37.3 1.6 0.38 0.02 758.67
Effluent pipe 100 8.00 12.4 5,556 37.3 1.6 150 120 0.04 758.65
Chlorine Contact Head Loss=
Pipe Exit 100 8.00 12.4 5,556 37.3 16 _ _ __1.00 0.04 _ 758_61 3.31 ft
Chlorine Contact 50 4.00 6.2 2,778 0.05 758.57
Max WSE 100 8.00 12.4 5,556 __1.52 758.52 120-deg v-notch
Weir Crest/freeboard 100 8.00 12.4 5,556 1.69 757.00
Dechlor Sump 100 8.00 12.4 5,556 __ _ 755_31
Pipe Entrance 100 8.00 12.4 5,556 _- 755_31
Effluent pipe 100 8.00 12.4 5,556 - 755.31
(2)45 degree fittings 100 8.00 12.4 5,556 755.31
Post-Aeration Head Loss=
Pipe Exit 100 8.00 12.4 5,556 __ -_-755.31 0.31 ft
Post-Aeration 100 8.00 12.4 5,556 _ 755.31
Max WSE 100 8.00 12.4 5,556 22 0.306
Final Weir Crest 100 8.00 12.4 5,556 755.00
Third Creek WWTP Hydraulic Profile McGill Associates 2 of 2

WGBAMade by: JAW Date: 9/10/10 Job Number 08.01008
ASSOCIATES Checked by: Date: Sheet Number
For: Statesville Third Creek WWTP Bkchked by: Date:
Third Creek WWTP Influent Pump Station Latest Revision: 1/5/2011
Pumping and System Head Calculations
OBJECTIVE
Determine the size of the proposed pumps for the new influent pump station.
Flow Rates (gpm)for Varying Pipe Velocities
Diameter Velocity(fps)
Minimum Average Maximum
(in) 2 3 4 5 6 7 8
12 700 1,060 1,410 1,760 2,110 2,470 2,820
14 960 1,440 1,920 2,400 2,880 3,360 3,840
16 1,250 1,880 2,510 3,130 3,760 4,380 5,010
18 1,590 2,380 3,170 3,960 4,760 5,550 6,340
20 1,960 2,940 3,910 4,890 5,870 6,850 7,830
24 2,820 4,230 5,640 7,050 8,460 9,860 11,270
30 4,400 6,610 8,810 11,010 13,210 15,410 17,620
36 6,340 9,510 12,680 15,850 19,020 22,200 25,370
42 8,630 12,950 17,260 21,580 25,890 30,210 34,530
GENERAL EQUATIONS
Net Positive Suction Head (NPSH) Friction Loss (Hf) Flow Rate (Q)
NPSH =S- Hs+ (Patm- Pvp)x 2.31 /SG Hf= f (L/D) (V2/2g) Q =VA
S = Static Suction Head (ft.) f = Friction Coef. V=Velocity (ft/s)
Hs = Head Losses in Suction System (ft.) L= Pipe Length (ft.) A=Area of Pipe (ft2)
Patm = Pressure Head (psi) D = Pipe Diameter(ft.)
Pvp =Vapor Pressure of Liquid (psi) V=Velocity(ft./s)
SG = Specific Gravity g =Gravity(ft/s2)
Total Dynamic Head (TDH) Friction Loss (Hf) Minor Loss (Hm)
TDH = Hm(F) +Hf(F) + Hstat Hf= 10.5 (Q/C)1 85 D-4 87 L Hm = K(V2/2g)
Hm = Minor Head Loss- Fixtures (ft.) L= Pipe Length (ft.) K= Minor Loss Coef.
Hf= Friction Head Loss- Pipe(ft.) D = Pipe Diameter(ft.) (V2/2g) =Velocity Head (ft.)
Hstat= Static Head (ft.) Q = Flow Rate(cfs)
F = Factor, not pure water, must multiply C= Roughness Coef.
Suction Head When the supply source is above the centerline of the pump.
Static Suction Head Vertical distance from the C.L. of the pump to the free level of the liquid to be pumped.
Static Discharge head Vertical distance between the pump C.L. and the point of free discharge or the surface
of the liquid in the discharge tank.
Total Static Head Vertical distance between the free level of the supply source and the point of free
discharge or the surface of the liquid in the discharge tank.
Reference: Centrifugal Pump Fundamentals (pamphlet)
Max. Total Sta. Head = End. Elev. (Max)- Beg. Elev. (Min)
Min, Total Sta. Head = End. Elev. (Min)- Beg. Elev. (Max)
Max. Sta. Suc. Head = Beg. Elev. (Max)-C.L. Pump Elev.
Min. Sta. Suc. Head = Beg. Elev. (Min) -C.L. Pump Elev.

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System & Pi. Curves
City of Statesville -Third Creek WWTP Influent Pump Station
125 - ,
i
System Curve
System Curves --- - (2 Pumps) ---
100 (1 Pump)
System Curve _
I11111010110- (3 Pumps)
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-Max System Curve- 1 Pump
----Min System Curve- 1 Pump
-Max System Curve-2 Pumps
Design Points
1 Pump: 3,500 gpm @ 72'TDH --- Min System Curve-2 pumps
25 2 Pumps in 20"FM=6,900 gpm
3 Pumps in 20"FM=8,800 gpm Max System Curve-3 Pumps
Total Flow=15,700 gpm (22.6 MGD) -- —-
- Min System Curve-3 pumps
-FM 8" 900 rpm (1)
— I FM 8" 900 rpm (2)
j FM 8" 900 rpm (3)
0 I
I
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000
Flow Rate (gpm)

8" D5435MV SUBMITTAL CURVE
III Fairbanks Morse SPEED IMPELLER DIAMETER STAGE G U A R A N T E E D V A L U E S
Pentair Water 880 TAKE5U AS REQ'D 1 FLOW HEAD %EFF BHP
SPHERE DRIVER DATE BY 3500 72
CURVE NO.: S80756 REV.: I 0 5" AS REQ'D 12/3/2010 _ DF
THIS CURVE IS BASED ON THE ACTUAL TEST
PERFORMANCE OF A SIMILAR PUMP. ONLY THE
INDICATED POINT(S)IS GUARANTEED.
Ref:08573(
unuornms
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-- —�M0■■� �i■■■!•t■■�!;�--- __— -
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0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
Capacity-GPM

8" D5435MV SUBMITTAL CURVE
r Fairbanks Morse SPEED IMPELLER DIAMETER STAGE GUARANTEED VALUE S
Pentair Water 880 TAKE5U AS REQ'D 1 FLOW HEAD %EFF BHP
SPHERE DRIVER DATE BY 3500 72
CURVE NO.: S80756 REV.: 0 - 5" AS REQ'D 12/3/2010 DF
O, /14 THIS CURVE IS BASED ON THE ACTUAL TEST ,
/ODD/ /02- PERFORMANCE OF A SIMILAR PUMP. ONLY THE
25,E g¢ INDICATED POINT(S)IS GUARANTEED.
35c7 72-
,�:-i, .1- E__...1 _...._ i t_...._ I 140
I 1 Ref:085739
1.
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0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
•
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10 --=- -,-- -' T----:-=-- =.�-+--- NPSHR= `_-:_�_L- .-I=L r -
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
100
90 - - '- BHP
80 I
-Th
_ _- - C = Y .-'---1785 RPM_--
3 40 - —M! Eo_....
20 Ew'—'�I� _ i __ - eli -
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0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
Capacity-GPM

1 of 2
Statesville Third Creek WWTP Headworks Facility
Wetwell Cycle Times
Latest Revision: 1/24/2011 Values in blue and gray highlighting are entered.
Values in black are calculated.
OBJECTIVE
Calculate the volume and pump operating levels for the quadraplex influent pump station wetwell to determine if additional
wetwell capacity is needed.
ASSUMES: Lead, lag, and backup pumps have the same shutoff level. For example,when inflow exceeds lead pump
capacity, lag pump will operate and shut off simultaneously.
V=Qt/4,where Q= Flow(gpm),t=Cycle Time(min),V=Wetwell Volume(gal)
Depth =Volume/Wetwell Area
Wetwell Width(ft) 14.75 (15.75'- 1)
Wetwell Length (ft) 35.0 (36'- 1)
1 Pump Capacity(gpm) 3,500 1 Pump-Total Pumping Depth (ft) 2.27
2 Pumps Capacity(gpm) 6,700 2 Pumps-Total Pumping Depth (ft) 4.34
3 Pumps(Firm) Capacity(gpm) 9,000 3 Pumps-Total Pumping Depth (ft) 5.83
Min Desired Cycle Time(gallons) 10 Max No.of Starts per Hour 6
Wet Well Sump/I.E. (ft) 719.00 Inflow Increment(gpm) 125
Pump Centerline(ft) 720.50 Wet Well Volume- 1 pump(gallons) 8,247
All Pumps Off- Low WL Alarm(ft) 724.00 Wet Well Volume-2 pumps (gallons) 12,763
Lead Pump On (ft) 726.00 Wet Well Volume-3 pumps(gallons) 22,580
Lag Pump On(ft) 727.00
Emerg. Pump On-High WL Alarm(ft) 729.00
Wet Well Cycle Times
15
tLead Pump
—II—Lag Pump
—_ Emergency Pump
10
I6.ge der r
0.
co
5
0
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000
Inflow Rate(gpm)

2 of 2
TABLE CALCULATIONS
Inflow Pumping Fill Time 1 Pump 2 Pumps 3 Pumps Total Cycle No. Starts
Mode Run Time Run Time Run Time Time Per Hour
(gpm) (min) (min) (min) (min) (min)
125 Lead 65.97 2.44 0.00 0.00 68.42 0.9
250 Lead 32.99 2.54 0.00 0.00 35.52 1.7
375 Lead 21.99 2.64 0.00 0.00 24.63 2.4
500 Lead 16.49 2.75 0.00 0.00 19.24 3.1
625 Lead 13.19 2.87 0.00 0.00 16.06 3.7
750 Lead 11.00 3.00 0.00 0.00 13.99 4.3
875 Lead 9.42 3.14 0.00 0.00 12.57 4.8
1,000 Lead 8.25 3.30 0.00 0.00 11.55 5.2
1,125 Lead 7.33 3.47 0.00 0.00 10.80 5.6
1,250 Lead 6.60 3.67 0.00 0.00 10.26 5.8
1,375 Lead 6.00 3.88 0.00 0.00 9.88 6.1
1,500 Lead 5.50 4.12 0.00 0.00 9.62 6.2
1,625 Lead 5.07 4.40 0.00 0.00 9.47 6.3
1,750 Lead 4.71 4.71 0.00 0.00 9.42 6.4
1,875 Lead 4.40 5.07 0.00 0.00 9.47 6.3
2,000 Lead 4.12 5.50 0.00 0.00 9.62 6.2
2,125 Lead 3.88 6.00 0.00 0.00 9.88 6.1
2,250 Lead 3.67 6.60 0.00 0.00 10.26 5.8
2,375 Lead 3.47 7.33 0.00 0.00 10.80 5.6
2,500 Lead 3.30 8.25 0.00 0.00 11.55 5.2
2,625 Lead 3.14 9.42 0.00 0.00 12.57 4.8
2,750 Lead 3.00 11.00 0.00 0.00 13.99 4.3
2,875 Lead 2.87 13.19 0.00 0.00 16.06 3.7
3,000 Lead 2.75 16.49 0.00 0.00 19.24 3.1
3,125 Lead 2.64 21.99 0.00 0.00 24.63 2.4
3,250 Lead 2.54 32.99 0.00 0.00 35.52 1.7
3,375 Lead 2.44 65.97 0.00 0.00 68.42 0.9
3,500 Lag 2.36 #DIV/0! 3.99 0.00 #DIV/0! #DIV/0!
3,625 Lag 2.27 36.13 4.15 0.00 42.55 1.4
3,750 Lag 2.20 18.06 4.33 0.00 24.59 2.4
3,875 Lag 2.13 12.04 4.52 0.00 18.69 3.2
4,000 Lag 2.06 9.03 4.73 0.00 15.82 3.8
4,125 Lag 2.00 7.23 4.96 0.00 14.18 4.2

Third Creek WWTP
Net Positive Suction Head Available(NPSHA) Calculations
3-Sep-10
OBJECTIVE
Calculate the net positive suction head available(NPSHA)for the proposed under the
following conditions:
1 Flow rate of 3,500 gpm (pump flow rate)
CALCULATION
NPSHA= Hbar+/-hs-Hvap-hfs-hvoi where, Hbar = barometric pressure
hs = static head (+)/lift(-)
Hvap = vapor pressure
hfs = all suction friction losses
hvo, = partial pressure
From Pumping Station Design (by Sanks), 2nd Edition:
Hbar = 32.8 ft (Table A-7; Elev=900 ft)
hs = Min.Water Level minus CL Elev of Pump
Hvap = 1.0 ft (Table A-9; T=75 deg F)
hfs = 10.5(Q/C)1.85 D-0s7 L + Ek(V2/2g):
Flow D L C his(pipe) E k V hm his(total)
(gpm) (in) (ft) (ft) (fps) (ft) (ft)
3,500 12 0 100 0.00 0.5 9.9 0.77 0.8
4,200 12 0 100 0.00 0.5 11.9 1.10 1.1
NPSHA=Hbar+/-hs-Hvap-his-hvo1
Flow Hbar hs Hvap his NPSHA
(gpm) (ft) (ft) (ft) (ft) (ft)
3,500 32.8 3.5 1.0 0.8 34.5
4,200 32.8 3.5 1.0 1.1 34.2
NPSHR=Net Positive Suction Head Required by the pump
The lesser value of:
1. NPSHR < NPSHA-5 ft
2. NPSHR < NPSHA/1.35
(from Pumping Station Design(by Sanks), 2nd Edition)
Flow NPSHA NPSHR, NPSHR2 NPSHR
(gpm) (ft) (ft) (ft) (ft)
3,500 34.5 29.5 25.6 25.6
4,200 34.2 29.2 25.3 25.3
n = Maximum Pump Speed
n =8500(NPSHR°75/Q°5),
(from Hydraulic Institute's Standard for CentrifugalNertical Pumps,ANSI/HI 9.6.3)
Flow NPSHR n
(gpm) (ft) (rpm)
3,500 25.6 1634
4,200 25.3 1481
Page 1 of 1

McGillMade by: RJM Date: 1/11/11 Job Number 08.01008
ASSOCIATES Checked by: JAW Date: Sheet Number
For: Statesville Third Creek WWTP Bkchked by: DGC Date:
Third Creek WWTP Waste Sludge Pump Station Latest Revision: 1/11/2011
Pumping and System Head Calculations
OBJECTIVE
Determine the size of the proposed pumps for the new waste sludge pump station.
Flow Rates(qpm)for Varying Pipe Velocities
Diameter Velocity(fps)
Minimum Average Maximum
(in) 2 3 4 5 6 7 8
4.3 90 140 180 230 270 320 360
6.4 200 300 400 500 600 700 800 <=6"FM for targe.
8.55 360 540 720 890 1,070 1,250 1,430
10.58 550 820 1,100 1,370 1,640 1,920 2,190
12.68 790 1,180 1,570 1,970 2,360 2,750 3,150
14.74 1,060 1,590 2,130 2,660 3,190 3,720 4,250
GENERAL EQUATIONS
Net Positive Suction Head(NPSH) Friction Loss(Hf) Flow Rate(Q)
NPSH=S-Hs+(Patm-Pvp)x 2.31 /SG Hf=f(L/D)(V2/2g) Q=VA
S=Static Suction Head(ft.) f= Friction Coef. V=Velocity(ft/s)
Hs=Head Losses in Suction System(ft.) L=Pipe Length(ft.) A=Area of Pipe(ft2)
Patm=Pressure Head(psi) D=Pipe Diameter(ft.)
Pvp=Vapor Pressure of Liquid(psi) V=Velocity(ft./s)
SG=Specific Gravity g=Gravity(ft/s2)
Total Dynamic Head(TDH) Friction Loss(Hf) Minor Loss(Hm)
TDH=Hm(F)+Hf(F)+Hstat Hf=10.5(Q/C)1.85 D-487 L Hm=K(V2/2g)
Hm=Minor Head Loss-Fixtures(ft.) L=Pipe Length(ft.) K=Minor Loss Coef.
Hf=Friction Head Loss-Pipe(ft.) D= Pipe Diameter(ft.) (V2/2g)=Velocity Head(ft.)
Hstat=Static Head(ft.) Q=Flow Rate(cfs)
F=Factor, not pure water, must multiply C= Roughness Coef.
Suction Head When the supply source is above the centerline of the pump.
Static Suction Head Vertical distance from the C.L. of the pump to the free level of the liquid to be pumped.
Static Discharge head Vertical distance between the pump C.L. and the point of free discharge or the surface
of the liquid in the discharge tank.
Total Static Head Vertical distance between the free level of the supply source and the point of free
discharge or the surface of the liquid in the discharge tank.
Reference: Centrifugal Pump Fundamentals(pamphlet)
Max.Total Sta. Head=End. Elev. (Max)-Beg. Elev.(Min)
Min.Total Sta. Head=End. Elev. (Min)-Beg. Elev. (Max)
Max.Sta.Suc. Head=Beg. Elev. (Max)-C.L. Pump Elev.
Min. Sta. Suc. Head=Beg. Elev. (Min)-C.L. Pump Elev.

II\/I Made by: RJM Date: 1/11/11 Job Number 08.01008
ASSOCIATES Checked by: JAW Date: Sheet Number
For: Statesville Third Creek WWTP Bkchked by: DGC Date:
CALCULATIONS
Pipe&Fittings Data
Section Length No. Dia K-factor K Total
(ft) (in)
Pump Station
4"Entrance Loss 1 4.3 0.50 0.50
4"90 deg bend 1 4.3 0.51 0.51
4"x6"Reducer 1 0.92 0.92
6"Pipe Length 3.25 6.4
6"90 deg bend 1 6.4 0.45 0.45
6"Pipe Length 7 6.4
6"90 deg bend 1 6.4 0.45 0.45
6"Pipe Length 4.25 6.4
6"90 deg bend 1 6.4 0.45 0.45
6"Pipe Length 2 6.4
6"Check Valve 1 6.4 1.50 1.50
6"Pipe Length 6 6.4
6"Plug Valves 1 6.4 0.45 0.45
6"90 deg bend 1 6.4 0.45 0.45
Flow Combination
6"Pipe Length 3.75
6"Tee-Side 1 0.9 0.90
Force Main(Pump Station to Thickening Bldg)
Pipe Length 1,320 6.4
6"90 deg bends 2 6.4 0.45 0.90
6"45 deg bends 9 6.4 0.24 2.16
6"22.5 deg bends 1 6.4 0.12 0.12
Exit Loss 1 6.4 1.00 1.00
Total Pipe Length 1,346 Total K 10.76
Summary of Pipe&Fitting Losses
Section Pipe Diam Total L Total K
(in) (ft)
Suction Pipe 4.3 0 1.93
Discharge Pipe-Single Pump 6.4 1,346 8.83
Totals 1,346 10.76
PUMPING SYSTEM HEAD CALCULATIONS
Parameters
Liquid to be pumped Raw Sewage Pipe Material=Ductile Iron
Specific Gravity 1.00 C Factor I 100 I 140
Viscosity (centistokes) (Min) (Max)
Gravity (ft/s2) 32.2
Design Parameters Calculated Heads
Design Flow (gpm) 540 Static Suction Lift (ft) -4.00
Min. Beginning Elevation (ft) 763.0 Max.Total Static Head (ft) 5.25
Max. Beginning Elevation (ft) 770.0 Min.Total Static Head (ft) -11.00
C.L. Elev. of Pump (ft) 759.0 Max.Stat.Suc. Head (ft) 11.00
Min. Ending Elevation (ft) 759.0 Min. Stat. Suc. Head (ft) 4.00
Max. Ending Elevation (ft) 768.3

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System & rump Curves
City of Statesville -Third Creek WWTP Waste Sludge Pump Station
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Flow Rate (gpm)

5430-SOLIDS HANDLING -4"5433M&W. : Flow rate: 540 US gpm - Total head: 52.3 ft. Page 1 of 1
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87,00 \e, I n
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— \ i Curve 330406A
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501_.__._ r........ \ !. Impeller T4C1A
♦ Speed 1155 rpm
p N. 73 Diameter 11.75 in
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---- II
I � -�---�--� e o--toe .too 00o t0100 n00_ imo
US ppm
Curve efficiencies are typical.For guaranteed values,contact Fairbanks Morse or your local distributor.Las Redraw I
eficiencias en curvas son tipicas.Para valores garantizados contacte a Fairbanks Morse o a su distribuidor
local.
Flow Head Eff BEP MPSHr Power Motor Frame i Min flow Sphere
540 US gpm 52.3 ft 68.9% 73.1% 7.29 ft 10.3 hp --- --- 160 US gpm 3 in
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5430BLADELESS -4"5432MK&WK. : Flow rate: 540 US gpm-Total head: 52.1 ft. Page 1 of 1
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SS ♦ ♦ Size 4"5432MK&WK
80- —"V" I ------ Curve 320404AF
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Curve efficiencies are typical.For guaranteed values,contact Fairbanks Morse or your local distributor.Las
eficiencias en curves son tipicas.Para valores garantizados contacte a Fairbanks Morse o a su distribuidor
local.
Flow Head Eff BEP NPSHr Power Motor Frame Min flow Sphere
540 US gpm 52.1 ft 67.1% 67.3% 15.9 ft 10.6 hp --- -- 160 US gpm 3 in
yam
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5430-SOLIDS HANDLING-4"5433MV (A). : Flow rate: 540 US gpm- Total head: 52.... Page 1 of 1
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(47\p\\ \\ ♦♦ Type 5430-SOLIDS
HANDLING
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Curve efficiencies are typical.For guaranteed values,contact Fairbanks Morse or your local distributor.Las Redraw
eficiencias en curves son tipicas.Para valores garantizados contacte a Fairbanks Morse o a su distribuidor
local.
Flow Head Eff BEP NPSHr Power Motor Frame MIn flow 1 Sphere
540 US gpm 52.3 ft 1 72.1% 72.9% 4.82 ft 9.89 hp -- --- 90 US gpm 3 in
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SECTION 3 PROCESS (PART 2)
THIRD CREEK WASTEWATER TREATMENT PLANT EXPANSION
CITY OF STATESVILLE
IREDELL COUNTY,NORTH CAROLINA
This section includes the following design calculations:
Biological Treatment
• Anaerobic Basins
• Anoxic Basins
• Oxidation Ditches
Clarifiers
Return Activated Sludge
Harry B. Buckner, PE PstTV;},
David L. Honeycutt, PE _ ° SEAL o = = o SEA1 ,,,A
22541 e - °✓t 4 o
:,_ -f-
__., .„_ .
LI McGill . ,,,,. .:......
c,° ,. ��, -...-c ,.
o °°° ��
ASSOCIATES riir„st,o 2cj.%`d��
Engineering • Planning • Finance ,,�1<<1 1,,+i1r,
Post Office Box 1136 ,,�`'�� N C A o1'''-
° 0000 / �
Hickory, North Carolina 28603 ��°oQ- Sin 1 7 -
Z.Firm ID No. C-0459 o SEAL
t e C-0459
JANUARY, 2011 =��°°`'.�p�,RA�,aQ C
/ 900 `
''/1ST 1P�k‘°‘
08.01008 �rrrrI`O,
City of Statesville,North Carolina Page 3-1 Design Calculations
Third Creek WWTP Expansion January 2011

SECTION 3-1
OXIDATION DITCH BIOLOGICAL NUTRIENT REMOVAL PROCESS DESIGN
A. Design Parameters
The oxidation ditch biological nutrient removal process is designed to the following
parameters. The basis for influent parameters BOD and TSS is 90th percentile for DMR sample
data from 3rd Creek and 4th Creek WWTPs between January 2007 and July 2010. Sample data for
nitrogen and phosphorus is limited to quarterly influent samples at both facilities. Third Creek data
includes quarterly samples from 2005-the third quarter of 2010. Fourth Creek data includes 2007
through the third quarter of 2008. Design average daily flow for the facility is 8 mgd.
Table 1: DMR Data Summary
~ � o
of t'a � a
d
Average 162 451 245 N/A
2007 90th 248 682 443
Percentile
Average 215 599 299
2008 90th 319 967 481
Percentile
Average 173 503 240 15.5
2009 90th 282 820 429 20.5
Percentile
Average 196 465 233 16.0
2010 90th 299 664 395 19.0
Percentile
Average 190 509 262 15.8
Overall 90th
Percentile 300 856 453 19.7
City of Statesville,North Carolina Page 3-2 Design Calculations
Third Creek WWTP Expansion January 2011

Table 2: Quarterly Nutrient Influent Sample Data
Third Creek Fourth Creek
Ammonia TN TP Ammonia TN TP
Average 12.57 24.52 6.73 17.73 30.07 5.89
Maximum 16.40 39.40 11.47 22.90 37.48 8.32
Based on the above sample information and literature values for these parameters the design
parameters in Table 3 below were selected. Design Peak Day Loadings will be used in the
calculations to verify aeration and tankage sizing is capable of meeting effluent requirements at this
loading.
Table 3: Design Parameters
Parameter Concentration Loading at
(mg/1) 8 MGD
(lbs/day)
Design Average Daily Loadings
BOD5 250 16,700
COD 510 34,027
TSS 250 16,700
NH3—N 20 1,334
TKN 30 2,002
TP 7 467
Design Peak Day Loadings
BOD5 310 20,683
COD 860 57,379
TSS 400 26,700
NH3—N 30 2,002
TKN 45 3,002
TP 9 600
City of Statesville,North Carolina Page 3-3 Design Calculations
Third Creek WWTP Expansion January 2011

Table 4: Other Influent Characteristics
Parameter Influent
Min. Temperature 10°C
Max. Temperature 25°C
Min.pH 6.8
Max. pH 7.5
Min. Alkalinity 180 mg/1
Permit limits based on speculative limits from NCDENR for phase 1 provided on
September 17, 2009. See Table 5 for permit limits and design parameters.
Table 5: Design Parameters
Parameter Design Permit Limit
Effluent (Monthly Avg.)
Average Flow 8 mgd
BOD5 Summer 5 mg/1 12 mg/1
BOD5 Winter 5 mg/1 24 mg/1
TSS 15 mg/1 30 mg/1
TKN - -
TN 8 mg/1 10 mg/1
NH4-N Summer 1 mg/1 1.7 mg/1
NH4-N Winter 1 mg/1 4.1 mg/1
TP 1 mg/1 2 mg/1
B. Biological Process Calculations
Reference Volume 5 "Design and Retrofit of Wastewater Treatment Plants for
Biological Nutrient Removal"Edited by Randall, Barnard, and Stensel. Pg. 134-142
Determine denitrification rates:
SDNR(T)= SDNR(20) *0^(T-20)
T=Temperature(10°C)
SDNR(20) = specific denitrification rate at T=20 °C, (0.1 Per Metcalf and Eddy 4th
Edition pg. 755)
0=Temperature Correction Factor(1.026)
SDNR(10)=0.1*1.026^(10-20)=0.0774
Determine Mean Cell Residence Time(MCRT)
µm= µm* e^0.098(T-15) * (DO)/(Ko+DO) * [1-0.833(7.2-pH)]
µm=actual growth rate at specific conditions
DO=Dissolved Oxygen in the nitrification stage, (2.0 mg/1)
City of Statesville,North Carolina Page 3-4 Design Calculations
Third Creek WWTP Expansion January 2011

Ko=half saturation constant(0.3)
pH=pH value of the mixed liquor(7)
=0.35* e^0.098(10-15) * (2)/(0.3+2) * [1-0.833(7.2-7)
µm=0.155/day
Decay Constant for Nitrifiers
Kd(T)=K420)*1.022^(T-20)
Kd=nitrifier decay constant(0.08)Ref. Metcalf and Eddy 4th Edition pg 705
Kd(10)=0.08*1.022^(10-20)
Kd(10)=0.0644
Om= 1 /(µm-Kd)
Om Mean Cell Residence Time
Om= 1 /(0.155—0.0644)
Om= 11.0 days
Determine design MCRT for nitrification
SF=Ratio of Average TKN to Peak TKN
SF=45/30= 1.5
Assume 25%of basin volume will be dedicated to anaerobic and anoxic volumes
Design 0= 11.0 * 1.5/(1-0.25)=22 days
Assume effluent COD=45 mg/1
MSb;=COD removed=(860—45)* (8.34 * 8.0 mgd)= 54,377 lbs/day
Calculate active mass
MXa=Y* MSb; * O/ [1+Kb(T) * O]
MXa=active mass
Y=yield constant for carbonaceous compounds(0.48)
Ref. Metcalf and Eddy 4th Edition pg 704
Kb=Endogenous Decay Rate(0.175)
MXa=0.48 * 54,377 * 22/[1+0.175 * 22]
MXa= 118,362 lbs
MX,,=YMSb; * 0 *[1+f*Kb(t) * O] /[1 +Kb(T) * 0]
MX,,=0.48 *54,377 *22 *[1+0.2*0.175 * 22] /[1 +0.175 *22]
MX,,=209,376
City of Statesville,North Carolina Page 3-5 Design Calculations
Third Creek WWTP Expansion January 2011

Determine lbs total mass
%Volatile=75%
MXt=MXv/%Volatile
MXt=209,376/0.75 =279,168 lbs
Verify Nitrogen Removal
Solids typically contain 10%nitrogen
Determine Nitrogen removed other than in the process basins
Nitrogen in Waste Activated Sludge
Nwas=%N * MXv,/
Nwas=0.1 * 209,376/22=953 lbs/day
Nitrogen in Effluent
Neff=%N * Xe * 8.0 mgd * 8.34
Xe=effluent TSS
Neff=0.1 * 15 * 8.0 mgd* 8.34= 100 lbs/day
Effluent Ammonia
NH4e =0.5 mg/1 * 8.0 mgd * 8.34=33.36 lbs/day
Effluent nondegradable TKN=0.4 mg/1* 8.0 mgd* 8.34=26.7 lbs/day
Influent TN=3002 lbs
Total Nitrogen to be Nitrified=3002—953— 100—33.36—26.69= 1,889 lbs
1,889 lbs/(8.0 mgd * 8.34)=28.32 mg/1
Determine RAS Flow Rate
Xmiss=MLSS Concentration=4,000 mg/1
Xras=RAS Concentration=9,000 mg/1
RAS Flow=Q * MLSS/(Xras—Xmiss)
RAS Flow=8.0 * 4000/(9,000—4,000)=6.4 mgd
Typically at least 15% of TN is denitrified by simultaneous nitrification/denitrification
in the aeration basin
Therefore ,TN to be denitrified in the Anoxic Basin=28.32 * 0.85 =24.1 mg/1
Determine Nitrate in Recycle
Nrec=TN/ [RASflow+(IR*Q)+Q] /Q
IR=Internal Recycle Ratio from Aerobic to Anoxic(4.75)
Nrec=24.1 / [(6.4+(4.75*8)+8)/8] =3.67 mg/1
City of Statesville,North Carolina Page 3-6 Design Calculations
Third Creek WWTP Expansion January 2011

Determine Mass of TN to be denitrified in anoxic basin.
TN=IR* Q * 8.34 * Nrec
TN=4.75 * 8 * 8.34 * 3.67= 1,165 lbs
Estimate effluent TN.
Effluent TN=Ammonia+Organic Nitrogen+Nitrates
Effluent TN=0.5 mg/1+ 1.5 mg/1+3.67 mg/1=5.67 mg/1<8 therefore OK
Determine Active Biomass Concentration(MLSSa)
MLSSa=MXa/MXt* MLSS
MLSSa= 118,362/279,168 * 4,000= 1,696 mg/1
Mass required for denitrification TNIbs/SDNR/(MLSSa*8.34)
=(1,165/0.0774)/(1,696*8.34)= 1.064 MG
Total Volume(Anoxic+Aerobic)=MXt/(MLSS * 8.34)
=279,168/(4,000 * 8.34)= 8.37 MG
Aerobic Volume=Total Volume—Anoxic Volume
=8.37— 1.064=7.3 MG
Size Anaerobic reactor for 1.5 hrs detention time.
8.0 mgd * 1.5 hrs/24 hrs/day=0.5 MG
C. Alkalinity
Minimum Influent Alkalinity= 180 mg/1
Per Metcalf and Eddy 4th Edition pg. 619-620, 7.07 mg/1 alkalinity is consumed per 1
mg/I Nitrogen nitrified and 3.57 mg/1 alkalinity is recovered per 1 mg/l denitrified
Per calculations above 1889 lbs/day nitrogen will be nitrified.
Alkalinity consumed= 1889 lbs N/day * 7.14 mg/1 per mg N/1= 13,487.5 lbs
1165 lbs will be denitrified in the Anoxic basin and 283.4 lbs denitrified in the aerobic
basin
(1165 lbs+283.4) * 3.57 mg/1 per mg N/1=5,170.8 lbs
Net alkalinity consumed= 13,487.5 lbs—5,170.8 lbs=8,316.7 lbs
8,316.7 lbs/(8.0 mgd * 8.34)= 124.7 mg/1
180 mg/1 influent — 124.7 mg/1 consumed = 55.3 mg/1 min. effluent alkalinity, greater
than 50 mg/1 therefore sufficient alkalinity is present
City of Statesville,North Carolina Page 3-7 Design Calculations
Third Creek WWTP Expansion January 2011

D. Process Basin Sizes
Biological nutrient removal system shall be a 3 train system with each train consisting of
3 anaerobic basins, 1 anoxic basin and 1 oxidation ditch. Verify basin volumes.
Anaerobic Volume= 19.85*23*16.5 =7533 CF
7533 CF * 7.48 gallons/CF=56,347 gallons per basin
56,347 gallons per basin* 9 basins=507,127 gallons
Anoxic Volume=72' L x 62'W x 16.5' D—(56^2*pi/4 *16.5)=53,336 CF
53,336 CF * 7.48 gallons/CF=398,954 gallons per train.
398,954 gallons per train* 3 trains= 1,196,864 gallons
Oxidation Ditch Volume = 282' L x (62'-1.33') W x 16.5'D +(62'^2*pi/4*16.5')/2 +
(53^2*pi/4*16.5')/2=325,359 cubic feet
325,359 cubic feet * 7.48 gal./CF=2,433,685 gallons per train
2,433,685 gallons per train * 3 trains=7,301,056 gallons
E. Oxidation Ditch Aerator Sizing
Determine Oxygen Requirements
Calculate Oxygen required for BOD removal
Per influent parameters influent BOD mass=20,683 lbs/day
Effluent BOD=5 mg/1 * 8.0 mgd * 8.34=333.6 lbs/day
BOD to be removed=20,683 lbs/day—333.6 lbs/day=20,349.4 lbs/day
Per Metcalf and Eddy "Wastewater Engineering" 3rd Edition (pg 705) provide 1.20 lbs
oxygen required per pound BOD
20349.4 lbs BOD/day x 1.25= 9121.875 02=25,4371bs/day
Calculate Oxygen required for TKN removal
Per process calculations 1889 lbs/day TKN will be nitrified.
City of Statesville,North Carolina Page 3-8 Design Calculations
Third Creek WWTP Expansion January 2011

Per Metcalf and Eddy "Wastewater Engineering" 3rd Edition (pg 705) provide 4.6 lbs
oxygen required per pound TKN
1889 lbs TKN/day * 4.6= 8,689 lbs/day
AOR=lbs Oxygen required for BOD removal+lbs Oxygen required for TKN removal
—oxygen recovered by denitrification=25,437 lbs+ 8,689 lbs
AOR=34,126 lbs oxygen
Denitrification credit not taken for conservative design. Aerators will operate on
VFD
Determine AOR/SOR ratio
AOR tiCwait - CL x 0T-20(a)
SOR 9.17
Reference: Metcalf and Eddy, Wastewater Engineering 4th edition,pg 447
a=0.85 (Metcalf and Eddy, Wastewater Engineering 4th edition,Pg. 447)
13=0.95 (Metcalf and Eddy, Wastewater Engineering 4th edition,Pg.447)
CL=2.0 mg/1
CWait= 9.08
T=20° C
0= 1.024
AOR = 0.95(9.08)—2.01 x 1.02420-20(0.85) =0.614.
SOR 9.17 J
Determine SOR
SOR=AOR/(AOR/SOR)
SOR=34,126/0.614=55,580 lb 02/day
Per manufacturer's test data surface aerator efficiency at standard conditions is 3.5 lbs
02/hr/hp
Aerator hp required=55,580 lb 02/day/3.5 lbs 02/hr/hp/24 hrs/day=662 hp.
Use 6-125 hp aerators for a total hp of 750 hp.
City of Statesville,North Carolina Page 3-9 Design Calculations
Third Creek WWTP Expansion January 2011

SECTION 3-2
CLARIFIER DESIGN
Metcalf and Eddy, Wastewater Engineering 4th edition pg. 687 recommends 300-500 gpd/sf
overflow rate at ADF for phosphorus removal to low concentrations Use 300 gpd/sf overflow rate
for design of clarifiers.
Determine size of clarifiers required for 300 gpd/sf overflow rate
8 mgd/300 gpd/sf=26,666 SF clarifier area required.
Proposed design includes three110 ft diameter clarifiers
110^2* pi/4 * 3 clarifiers=28,510 SF>26,666 SF therefore clarifier size OK
SECTION 3-3
RETURN ACTIVATED SLUDGE PUMP SIZING
Four(4) submersible, non-clog pumps will be provided to meet a wide range of flows, and to pump a
Peak RAS flow of 13.5 MGD with the largest pump out of service (i.e. firm capacity). Pumps will be
equipped with variable frequency drives (VFDs), paced to match the wet well level. Clarifier RAS
rate will be controlled by telescoping valve levels. Dual force mains will be provided to achieve
scouring velocity at varying flow rates. The submersible pumps in the wet well will include an
overhead beam and trolley to facilitate the removal of pumps/motors.
• Design RAS Flow=6.4 MGD=4,444 gallons per minute(gpm)
• Design for a 1.69 Q Peak over ADF =5,560 gpm x 1.69
=9,400 gpm (or 13.5 MGD)
• Four(4)pumps are proposed,with three(3)pumps providing a firm capacity of 13.5 MGD
• Pump Capacity for Single Pump is 3133 gpm with VFD to adjust flow rate
• Minimum Capacity with Single Pump is 1000 gpm
Force Mains
• Two (2) 18" force mains—one force main per three pumps
1. One FM velocity at 1,000 gpm= 1.26 fps
2. One FM velocity at 3,133 gpm=3.95 fps
3. Two FM velocity at 4,444 gpm=2.80 fps
4. Two FM velocity at 9,400 gpm= 5.93 fps
Refer to headloss calculations, system curve and pump curves at the end of this section.
City of Statesville,North Carolina Page 3-10 Design Calculations
Third Creek WWTP Expansion January 2011

.
City of Statesville,3rd Creek WWTP, Return Activated Sludge Pump Calculations
:-WCiSXSTESM1AFA,CTER_ISTIGS �-`- -�
L,Force Main'A'Length(ft) 35_ D,Force Main'A'Diameter(in) 14
D,Force Main'B'Length(ft) 540 D,Force Main'B'Diameter(in) 18
Pump Off Elev.(ft) 763.5 High Point Elev.(ft) 786.51
Q.Peak Flow(gpm) 4700 C,Friction Coefficient 120
Note:Hazen Williams Friction Coefficient Maximum per NC Design Criteria,DIP(Initial Service 125,End of
Service 100),PVC(Initial Service 140,End of Service 120),HDPE(Initial Service 140,End of Service 120).
For Force Mains with multiple pipe materials use a weighted average friction coefficient.
TDH=Head static+Head friction+Head minor
The friction loss in the force main can be represented as:
Head friction=10.57 0185 L/(C1`'5 D462)
10.57*Q(4700.00gpm)^1.85*L(35 ft)/(C
Friction Headloss(ft)in Force Main A (120)41.85*D(14 Inches)"4.87) 0.86
10.57*Q(4700.00gpm)"1.85*L(540ft)/(C
Friction Headless(ft)in Force Main B (120)"1.85*D(18 inches)^4.87) ;3.89
Friction Headless in Force Main'A(.86 ft)+Friction
Total Friction Head(ft) Headless in Force Main'B'(3.89 ft) 4.75
Static Head(ft) High Point Elev.(786.51 ft)-Pump Off Elev.(763.5 ft)
The minor losses due to valves and fittings can be represented as:
Head L=KV2/2g
The following valves and fittings,and associated K values,are included in the flow path of the piping system
with one pump running:
Minor Losses Force Main A
Quantity K value K*Quantity
90 degree bends 3 0.8 2.4
45 degree bends 0 0.4 0
Gate valves 0 0.2 0
Plug valves 1 0.2 0.2
Check Valves 1 2.5 2.5
Tee(flow through run) 0 0.6 0
Tee(flow through branch) 1 1.8 1.8
Exit 0 1 0
Total K 6.9
Flow Velocity through Force Main A(fps) I Q(4700.0gpm)/Area of 14 Inch Force Main
Total Minor Headloss:(ft) Total K(6.9)*V(9.80)"2/2 g I =;>`;10.30
The minor losses due to valves and fittings can be represented as:
Head L=KV2/2g
The following valves and fittings,and associated K values,are Included In the flow path of the piping system
with one pump running:
Minor Losses Force Main B
Quantity K value K*Quantity
90 degree bends 0 0.8 0
45 degree bends 3 0.4 1.2
Gate valves 0 0.2 0
Plug valves 1 0.2 0.2
•
Check Valves 0 2.5 0
Tee(flow through run) 0 0.6 0
Tee(flow through branch) 2 1.8 3.6
Exit 1 1 • 1
Total K 6
Flow Velocity through Force Main B(fps) Q(4700.Ogpm)/Area of 18 Inch Force Main IR.=Y_593
Total Minor Headless:(ft) I Total K(6.0)*V(5.93)^2/2 g I ZW128
-3 '
Total Friction Head(4.7 ft)+Static Head(23.0 ft)+Minor �rn�M:,
Total Dynamic Head:(ft) Headless A(10.3ft)+Minor Headloss B(3.3ft) = �1134
Pump Operating Point: I :4700 9pm @ 4t 34 t.TDNi410L` f, x

City of Statesville Third Creek WWTP
RAS Pump Station
System Curve with Single Force Main
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5430-SOLIDS HANDLING- 8"5434SMV. : Flow rate: 3133 US gpm-Total head: 42.3 ft. Page 1 of 1
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5430-SOLIDS HANDLING- 8"5434SMV. : Flow rate: 3133 US gpm-Total head: 42.3 ft. Page I of 1
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._...__._..__..._- .._...._____ .._..-._._.._.____.i_._..___........—____j_.._._..___--..:..._.._—__....�.._..___.._._____—..._.—_ Type HANDLING S
Size 8"5434SMV
1100 rpn I Curve A
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Flow ; Head 1 Eff 1 BEP NPSHr Power Motor Frame Min flow Sphere
3133 US gpm _42.3 ft 80.9% 83.3% 17.8 ft L 41.3 hp --- --- 800 US gpm 4 In
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SECTION 4 STRUCTURAL CALCULATIONS
THIRD CREEK WASTEWATER TREATMENT PLANT EXPANSION
CITY OF STATESVILLE
IREDELL COUNTY, NORTH CAROLINA
This section includes the following design calculations:
Buoyancy Calculations
0 1kitrr,/,
�' � G A R,'.i,,,
DONALD P. FAMA, PE cc t s s, ' .
SEAL F
0 7 IIIIS
f .
61 %*
lit
Jf iG'it.. �e
c:a IIh
/1'4 0 p. r`
7 OP'
CONSULTING ENGINEERS
City of Statesville,North Carolina Page 4-1 Design Calculations
Third Creek WWTP Expansion January 2011

S ''.ii iii ::: Sutton-Kennedy&Associates,Inc. Telephone:[phone]
......"i 530 Hendersonville Road Fax:[phone]
:w r
Asheville,NC 28803-2826 W rw suttonl ennerly.com
CONSULTING ENGINEEEE
BUOYANCY CHECK:
Calculations based on 100 yr. flood at 757 '-0"
MAIN PUMP STATION / HEADWORKS
Thickness Area Volume Weight
(in) (sq. ft) (cu. ft) (kips)
Top Slab 12 1615 1615 242
Channel Walls 36 231 6930 1040
Wet Well Walls 42 343 13720 2058
Valve Room Wall 12 92 5643 846
Channel Bot. Slab 24 792 1584 238
Wet Well Slab 24 913 1826 274
Valve Room Bot. Slab 12 1092 1092 164
Saturated Soil Weight (Channel) 86 2408 134
Saturated Soil Weight (Wet Well) 104 2912 162
Total Weight of Structure = 5158 kips
Channel Room Displaced Water 21180 1322
Wet Well Displaced Water 36520 2279
Valve Room Displaced Water 9828 613
Total Weight of Displaced Water = 3600 kips
F.S.= 1.43
Note:
Calculations are conservative since they do not
take into account the weight of the masonry walls
and roof structure
Upward Slab Pressure 1 ksf
1

ill ill ii
Sutton-Kennedy&Associates,Inc. Telephone [phone]
''ill r''?S
530 Hendersonville Road Fax:[phone]
Asheville,NC 28803-2826 www.suttottkennerly.com
CONSULTING ENGINEER%
BUOYANCY CHECK:
Calculations based on 100 yr. flood at 757'-0"
CHLORINE CONTACT BASIN
Tank Dimensions:
Length 77
Width 67
Slab Edge 3
Wall Heig]Area Volume Weight
(ft) (sq. ft) (cu. ft) (kips)
Exterior Walls 16 837 13392 921.6
Interior Walls 15 104 1560 532
Weir Walls 10 90 900 135
Saturated Soil Weight 15 2260 33900 1953
Bottom Slab 2 7661 15322 2298
Total Weight of Structure = 5839 kips
Volume Displaced by Walls 64800 4044
Volume Displaced by Slab 15322 956
Total Weight of Displaced Water = 5000 kips
F.S.= 1.17
Upward Slab Pressure 0.825 ksf
2

Sutton-Kennedy&Associates,Inc. Telephone:[phone]
►..! 530 Hendersonville Road Fax:[phone]
Asheville,NC 28803-2826 www.suttonkennerly.com
, < , T T I`.[; TNGIN[6RS
BUOYANCY CHECK:
Calculations based on 100 yr. flood at 757 '-0"
OXIDATION TANK & CLARIFIERS
Buoyancy Calculation not required for the Oxidation Tank and New Clarifiers. These tanks
will utilizes pressure relief values to eliminate the affects of buoyant forces on the tanks.
3

Sutton-Kennedy&Associates,Inc. Telephone [phone]
pi iS
530 Hendersonville Road Fax:[phone]
• Asheville,NC 28803 282G un wv.suttonkennerly.com
CONSULTING ENGINEERS
BUOYANCY CHECK:
Calculations based on 100 yr. flood at 757 '-0"
RAS / WAS PUMP STATION
By inspection the RAS/WAS Pump Station does not require buoyancy check since the
100 year flood elevation is at the same elevation as the bottom slab of the tank. This tank
will not be significantly submerged below water.
4

SECTION 5 ELECTRICAL CALCULATIONS
THIRD CREEK WASTEWATER TREATMENT PLANT EXPANSION
CITY OF STATESVILLE
IREDELL COUNTY,NORTH CAROLINA
This section includes the following design calculations:
Standby Power System Sizing
Matthew Moore, PE `````�ituiiutluii���
o��•�t\\ CARp /
=cj ••• �sgia• .i,
�cGlll iCa1 ) )
A S S O C I A T E S
j•FpCl NEED :OQ�
Engineering • Planning • Finance /��feli;..16:* d
�ZYI/
Post Office Box 1136
Hickory, North Carolina 28603
Firm ID No. C-0459
JANUARY, 2011
08.01008
City of Statesville,North Carolina Page 5-1 Design Calculations
Third Creek WWTP Expansion January 2011

STANDBY POWER SYSTEM SIZING(GENERATOR SIZING)
1) We have identified the following critical processes that require standby power:
a) Influent Pump Station and Screening Facilities.
b) Oxidation Reactors.
c) Clarifiers.
d) RAS/WAS Pump Station.
e) Digester Aeration.
f) Chlorine Contact.
g) Miscellaneous Non-automatic Plant Loads (i.e. lighting, hvac, control and small power
loads).
2) The existing plant incorporates a Caterpillar 750 KW standby power generator. We will
reuse the generator to provide a portion of the standby power capacity required for the
identified processes.
3) Generator sizing calculations generated by vendor provided software for three major
generator manufacturers can be found at the end of Section 14. Based on the results of the
calculations, we recommend the addition of one 750 KW standby power generator. This will
provide two 750 KW standby power generators to meet the needs of the plant.
4) We will operate the generators in parallel to provide 100% availability of standby capacity to
all required loads. The plant control system will manage the standby generation and loads to
maintain partial plant operation in the event of a single generator failure event.
City of Statesville,North Carolina Page 5-2 Design Calculations
Third Creek WWTP Expansion January 2011

CATERPILLAR Project Sizing Report Price ataion:e
U.S. D Data Date::
5/12/2008
Modified Date 1/25/2011 Electricity Supply 60 Hz 480/277 V
Customer Name Statesville 3rd Creek WWTP Connection STAR
ect Name/Ref# 08.01008 Max Ambient Temperature 85.0F
tared By Daniel Griffee Altitude 1,500.0 Ft.A.S.L
Load Analysis Summary
Max Transient Load Step 67.0 SkVA 39.7 SkW
Peak Transient Load 1,472.7 SkVA 1,316.4 SkW
Final Running Load 1,467.9 kVA 1,312.0 kW 0.89 PF
Max Running Non Linear Load 1,317.4 RkVA
Maximum Running Load 1,467.9 kVA 1,312.0 kW
- ., - Generator Set
Genset Model (2)of C27 Nameplate Rating 700.0 kW/875.0 kVA
Voltage Regulator and Slope *** 0.8 PF
Feature Code C27DE31 Site Output 700.0 kW/875.0 kVA
Fuel Diesel Rating Type Standby
Dry Weight 13,416.0 lbs
Length/Width/Height 183.8in/75.0in/81.9in
Alternator Motor Starting Capability I Block Load(only)Transient Response
Instantaneous Voltage Dip** skVA Capability Load Change% FDip% VDip% Recovery Time(sec)
10% 527 0-25 <5.0 <5.0 <3
20% 1,185 0-50 <5.0 7.5 <3
30% 2,031 0-75 8.1 14.8 <3
35% 2,552 0-100 13.7 25.4 <3
Engine Technical Data at 100%Load
Make/Model C27 Emissions/Certifications EPA T2
Aspiration TA Governor ELEC
Cylinder Configuration VEE-12 Aftercooler Type ATAAC
-)lacement 1,649 Cubic Inch Rejection To Jacket Water 17,629 BTU/min
ed 1800 RPM Rejection To Aftercooler 6,369 BTU/min
Fuel Rate 50.3 gph Rejection To Oil Cooler 5,801 BTU/min
Exhaust Sound Level 0 dBA at 23 ft/7 m Rejection To Atmosphere 8,473 BTU/min
Mechanical Sound Level 0 dBA at 23 ft/7 m Rejection To Exhaust 38,330 BTU/min
Max Combustion Inlet Air Temp 120.7 F Exhaust Recoverable 21,838 BTU/min
Combustion Airflow 1,882.3 cfm Exhaust Stack Temperature 965 F
Cooling System Ambient Capability 141.8 F Exhaust Flow Rate 5,283 cfm
Cooling System Airflow* 40,046.8 cfm Exhaust Flange Size Oin
Engine Performance Number DM9075
E Alternator Technical Data
Alternator Arrangement Number 1366598 Insulation CLASS H
Alternator Type/Frame Size SR4B/596 Temperature Rise 130 C
Alternator Winding Pitch 0.8667 Rejection To Atmosphere 1,791.4 BTU/min
Number Of Poles 4 Peak Amps/Rated Amps ***/1,052.5
Excitation/Winding Type PM/RANDOM Short Circuit Ratio 0.5100
Reactances per unit ohms Generator Time Constants sec
Subtransient-Direct Axis X"d 0.1249 0.0329 Open Circuit Transient-Direct Axis T'd0 3.1050
Subtransient-Quadrature Axis X"q 0.1280 0.0337 Short Circuit Transient-Quadrature Axis T'd 0.2197
Transient-Saturated X'd 0.1868 0.0492 Open Circuit Subtransient-Direct Axis T"d0 0.0093
Synchronous-Direct Axis Xd 2.6402 0.6952 Short Circuit Subtransient-Direct Axis T"d 0.0071
Synchronous - Quadrature Ax... Xq 1.3395 0.3527 Open Circuit Subtransient - Quadrature A._ T"q0 0.0085
Negative Sequence X2 0.1265 0.0333 Short Circuit Subtransient - Quadtrature._ T"q 0.0067
Zero Sequence XO 0.0824 0.0217 Armature Short Circuit TA 0.0306
Notes:
'Based on 1/2 inch water(0.12 kPa)external restriction and 1000 ft(300m)altitude.
-- sed on instantaneous voltage dip as defined per NEMA MG-1.
to your Caterpillar dealer and/or Spec Sheet for technical information.
........rrtum voltage distortion due to non-linear load calculated to be within specified limits.
Overall dimensions and weight not to be used for installation.Contact your Caterpillar dealer for specific dimension drawings.
Caterpillar makes no express warranties and disclaims all implied warranties including merchantability and fitness for a particular purpose regarding program. Caterpillar shall have no liability in law
or equity for damages consequential or otherwise arising from use of program and related material or any part thereof.The analysis provided from SpecSizer is only for the expected results at the
generator terminals. Analysis of transient conditions of any device downstream is the responsibility of the system designer.
C

CATERPILLAR Project Load Report Dataion:e:2
Data Date:5/12/2008
Modified Date 1/25/2011 Rating Type Standby Max Ambient Temperature 85 Deg.F
Customer Name: Statesville 3rd Creek WW... Fuel Diesel Altitude 1,500.0 Ft.A.S.L
Project Name/Ref# 08.01008 Electricity Supply 60 Hz 480/277 V
Prepared By Daniel Griffee
Load Details Frequency Dip Voltage Dip Load Analysis
Load Permitted Step Predicted Permitted Step Predicted Transient Resultant Cumulative
Step Frequency Maximum Frequency Voltage Maximum Voltage Inrush Running Peak Running
Load Description
Dip Permitted Dip Dip Permitted Dip
SkVA SkW kVA kW kVA kW kVA kW
Step 1
1.1 1 3.00 kW Other
Control Power
Miscellaneous Load 30% 30% 3.0 2.7 3.3 3.0
1.2 1 10.00 kW Fluorescent
Plant Lighting
Florescent Lighting,Distr.3-Phase 30% 30% 13.3 10.0 10.5 10.0
1.3 1 10.00 kW Other
Misc.Plant Load
Miscellaneous Load 30% 30% 10.0 9.0 11.1 10.0
1.4 1 20.00 kW Other
Cooling Load
Miscellaneous Load 30% 30% 20.0 18.0 22.2 20.0
Step 1 Total 30% <5.0% 30% <5.0% 46.0 39.7 47.1 43.0
Total Through Step 1 46.0 39.7 47.1 43.0
Step 2 ._�.. ... ._ -
2.1 2 5.00HPMotor-NEMA
Influent Screens
NEMA,3-Phase Motor,Across the line,Loa 15% 15% 67.0 38.2 11.2 8.9
_
Step 2 Total 15% <5.0% 15% <5.0% 67.0 38.2 11.2 8.9
Total Through Step 2 110.1 81.2 58.1 51.9
Step 3 "MOM A
3.1 2 3.00 HP Motor-NEMA
Screenings Compactor and Conveyor
NEMA,3-Phase Motor,Across the line,Loa_ 15% 15% 45.2 27.6 7.1 5.5
Step 3 Total 15% <5.0% 15% <5.0% 45.2 27.6 7.1 5.5
Total Through Step 3 100.8 79.5 65.0 57.3
Step 4
4.1 1 100.00 HP Motor-NEMA
Influent Pump#1
NEMA,3-Phase Motor,VFD, 110%Current._ 15% 1590 9.4 8.4 93.8 84.4
Step 4 Total 15% <5.0% 15% <5.0% 9.4 8.4 93.8 84.4
Total Through Step 4 168.2 150.2 158.8 141.7
'' 5.1 1 100.00 HP Motor-NEMA
Influent Pump#2
NEMA,3-Phase Motor,VFD,110%Current 15% 15% 9.4 8.4 93.8 84.4
Step 5 Total 15% <5.0% 15% <5.0% 9.4 8.4 93.8 84.4
Total Through Step 5 261.9 234.6 252.5 226.1
Step 6

6.1 1 0 HP Motor-NEMA
nt Pump#3
NEMA,3-Phase Motor,VFD, 110%Current 15% 15% 9.4 8.4 93.8 84.4
Step 6 Total 15% <5.0% 15% <5.0% 9.4 8.4 93.8 84.4
Total Through Step 6
355.7 319.0 346.3 310.5
7.1 1 100.00 HP Motor-NEMA
Influent Pump#4
NEMA,3-Phase Motor,VFD,110%Current 15% 15% 9.4 8.4 93.8 84.4
Step 7 Total 15% <5.0% 15% <5.0% 9.4 8.4 93.8 84.4
Total Through Step 7 449.5 403.4 440.1 394.9
8.1 1 100.00 HP Motor-NEMA
Influent Pump#5
NEMA,3-Phase Motor,VFD, 110%Current._ 15% 15% 9.4 64 9e8 844
Step 8 Total 15% <5.0% 15% <5.0% 9.4 8.4 93.8 84.4
Total Through Step 8 543.3 487.8 533.9 479.3
Step 9
9.1 1 15.00 HP Motor-NEMA
Dechlor Pump#1
NEMA,3-Phase Motor,Soft Starter,225%_. 15% 15% 34.1 16.4 15.1 12.6
Step 9 Total 15% <5.0% 15% <5.0% 34.1 16.4 15.1 12.6
Total Through Step 9 563.5 498.2 548.9 491.9
Siva!)10 Alliii Alia >ri
10.1 1 15.00 HP Motor-NEMA
Dechlor Pump#2
NEMA,3-Phase Motor,Soft Starter,225%_ 15% 15% 34.1 16.4 15.1 12.6
Step 10 Total 15% <5.0% 15% <5.0% 34.1 16.4 15.1 12.6
Total Through Step 10 578.6 510.8 563.9 504.5
Step 11 .:
11.1 1 3.00 HP Motor-NEMA
Anaerobic Mixer#1
15% 15% 22.6 13.8 3.5 2.7
NEMA,3-Phase Motor,Across the line,Loa_
Step 11 Total 15% <5.0% 15% <5.0% 22.6 13.8 3.5 2.7
Total Through Step 11 584.3 518.4 567.4 507.2
Step 12
12.1 1 3.00 HP Motor-NEMA
Anaerobic Mixer#2
NEMA,3-Phase Motor,Across the line,Loa_ 15% 15% 22.6 13.8 3.5 2.7
Step 12 Total 15% <5.0% 15% <5.0% 22.6 13.8 3.5 2.7
Total Through Step 12 587.8 521.1 570.8 509.9
Step 13 : . :..
13.1 1 3.00 HP Motor-NEMA
Anaerobic Mixer#3
NEMA,3-Phase Motor,Across the hne,Loa_ 20% 20% 22.6 13.8 3.5 2.7
Step 13 Total 15% <5.0% 15% <5.0% 22.6 13.8 3.5 2.7
Total Through Step 13 591.3 523.8 574.3 512.7
Step 14 . 4
14.1 1 3.00 HP Motor-NEMA
Anaerobic Mixer#4
NEMA,3-Phase Motor,Across the tine,Loa_ 15% 15% 22.6 13.8 3.5 2.7
Step 14 Total 15% <5.0% 15% <5.0% 22.6 13.8 3.5 2.7
Total Through Step 14 594.7 526.5 577-7 515.4
Step 15 _ r

15.1 1 3.00 HP Motor-NEMA
Anaerobic Mixer#5
15% 15% 22.6 13.8 3.5 2.7
NEMA,3-Phase Motor,Across the line,Loa_
Step 15 Total 15% <5.0% 15% <5.0% 22.6 13.8 3.5 2.7
Total Through Step 15 598.2 529.2 581.2 518.1
Step 16
16.1 1 3.00 HP Motor-NEMA
Anaerobic Mixer#6
NEMA,3-Phase Motor,Across the line,Loa._ 15% 15% 22.6 13.8 3.5 2.7
Step 16 Total 15% <5.0% 15% <5.0% 22.6 13.8 3.5 2.7
Total Through Step 16 601.7 531.9 584.6 520.9
Step 17
17.1 1 3.00 HP Motor-NEMA
Anaerobic Mixer#7
NEMA,3-Phase Motor,Across the line,Loa_ 15/ 15% 22.6 13.8 3.5 2.7
Step 17 Total 15% <5.0% 15% <5.0% 22.6 13.8 3.5 2.7
Total Through Step 17 605.1 534.6 588.1 523.6
Step 18
18.1 1 3.00 HP Motor-NEMA
Anaerobic Mixer#8
NEMA,3-Phase Motor,Across the line,Loa_ 15% 15% 22.6 13.8 3.5 2.7
Step 18 Total 15% <5.0% 15% <5.0% 22.6 13.8 3.5 2.7
Total Through Step 18 608.6 537.3 591.5 526.3
Step 19
19.1 1 3.00 HP Motor-NEMA
Anaerobic Mixer#9
NEMA,3-Phase Motor,Across the line,Loa �% 20% 22.6 13.8 3.5 2.7_
Step 19 Total 15% <5.0% 15% <5.0% 22.6 13.8 3.5 2.7
Total Through Step 19 612.1 540.0 595.0 529.0
Step 20
20.1 1 10.00 HP Motor-NEMA
Anoxic Mixer#1
NEMA,3-Phase MOMAcross the line,Loa_ 15% 15% 59.4 30.3 10.5 8.6
Step 20 Total 15% <5.0% 15% <5.0% 59.4 30.3 10.5 8.6
Total Through Step 20 646.1 559.2 605.4 537.6
Step 21
21.1 1 10.00 HP Motor-NEMA
Anoxic Mixer#2
NEMA,3-Phase Motor,Across the line,Loa_ 15% 15% 59.4 30.3 10.5 8.6
Step 21 Total 15% <5.0% 15% <5.0% 59.4 30.3 10.5 8.6
Total Through Step 21 656.5 567.8 615.7 546.2
Step 22
22.1 1 10.00 HP Motor-NEMA
Anoxic Mixer#3
NEMA,3-Phase Motor,Across the line,Loa_ 15% 15% 59.4 30.3 10.5 8.6
Step 22 Total 15% <5.0% 15% <5.0% 59.4 30.3 10.5 8.6
Total Through Step 22 666.9 576.4 626.1 554.8
Step 23
23.1 1 125.00 HP Motor-NEMA
Oxidation Ditch Aerator#1
NEMA,3-Phase Motor,VFD,110%Current 15% 15% 11.6 10.4 116.0 104.4
.
Step 23 Total 15% <5.0% 15% <5.0% 11.6 10.4 116.0 104.4
Total Through Step 23 753.6 669.5 742.0 659.1
Step 24

24.1 1 0 HP Motor-NEMA
lion Ditch Aerator#2
NEMA,3-Phase Motor,VFD,110% t Curren 15% 15% 11.6 10.4 116.0 104.4
Step 24 Total 15% <5.0% 15% <5.0% 11.6 10.4 116.0 104.4
Total Through Step 24 869.6 773.9 858.0 763.5
Step 25
25.1 1 125.00 HP Motor-NEMA
Oxidation Ditch Aerator#3
NEMA,3-Phase Motor,VFD,110%Current._ 15% 15% 11.6 10.4 116.0 104.4
Step 25 Total 15% <5.0% 15% <5.0% 11.6 10.4 116.0 104.4
Total Through Step 25 985.5 878.3 973.9 867.9
Step 26
26.1 1 125.00 HP Motor-NEMA
Oxidation Ditch Aerator#4
NEMA,3-Phase Motor,VFD,110%Current 15% 15% 11.6 10.4 116.0 104.4
Step 26 Total 15% <5.0% 15% <5.0% 11.6 10.4 116.0 104.4
Total Through Step 26 1,101.5 982.7 1,089.9 972.3
Step 27
27.1 1 125.00 HP Motor-NEMA
Oxidation Ditch Aerator#5
NEMA,3-Phase Motor,VFD,110%Current_ 15% 15% 11.6 10.4 116.0 104.4
Step 27 Total 15% <5.0% 15% <5.0% 11.6 10.4 116.0 104.4
Total Through Step 27 1,217.4 1,087.1 1,205.8 1,076.7
Step 28
28.1 1 125.00 HP Motor-NEMA
Oxidation Ditch Aerator#6
NEMA,3-Phase Motor,VFD, 110%Current 15% 15% 11.6 10.4 116.0 104.4
Step 28 Total 15% <5.0% 15% <5.0% 11.6 10.4 116.0 104.4
Total Through Step 28 1,333.4 1,131.5 1,321.8 1,181.0
25.1 3 1.00 HP Motor-NEMA
Clarifiers
--- NEMA,3-Phase Motor,Across the line,Loa_ 15% 15% 28.5 20.0 4.1 3.0
Step 29 Total 15% <5.0% 15% <5.0% 28.5 20.0 4.1 3.0
Total Through Step 29 1,348.8 1,201.1 1,325.7 1,194.0
Step 30_ . "dlllIllIllMIII
30.1 1 50.00 HP Motor-NEMA
RAS Pump#1
NEMA,3-Phase Motor,VFD,110%Current 15% 15% 4.7 4.3 47.4 42.7
Step 30 Total 15% <5.0% 15% <5.0% 4.7 4.3 47.4 42.7
Total Through Step 30 1,377.9 1,231.0 1,373.1 1,228.7
Step 31
31.1 1 50.00 HP Motor-NEMA
RAS Pump#2
NEMA,3-Phase Motor,VFD,110%Current 15% 15% 4.7 4.3 47.4 42.7
Step 31 Total 15% <5.0% 15% <5.0% 4.7 4.3 47.4 42.7
Total Through Step 31 1,425.3 1,273.7 1,420.5 1,255.3
Step 32 '
32.1 1 50.00 HP Motor-NEMA
RAS Pump#3
NEMA,3-Phase Motor,VFD, 110%Current 15% 15% 4.7 4.3 47.4 42.7
Step 32 Total 15% <5.0% 15% <5.0% 4.7 4.3 47.4 42.7
Total Through Step 32 1,472.7 1,316.4 1,467.9 1,312.0

Generation
1111..
Recommended Generator Report-750DFGE
for Project Statesville 3rd Creek WWTP
Project Parameters
Generator Sets Running in Parallel: 2 Fuel: Diesel
Max Allowable Starting Voltage Dip: 15% Phase: 3
Max Allowable Peak Voltage Dip: 15% Frequency,Hz: 60
Max Allowable Frequency Dip: 15% Voltage: 277/480,Series Wye
Site Altitude,Ft.(M): 1500 (457) Quiet Site: Yes
Site Ambient Temperature,°F(°C): 77 (25) Duty: Standby
Calculated Individual Generator Set Load Running and Peak Requirements
Running kW: 648.6 Max Step kW: 51.8 In Step 23 Cumulative Step kW: 648.6
Running kVA: 723.6 Max Step kVA: 57.6 In Step 23 Cumulative Step kVA: 723.6
Running PF: 0.9 Peak kW: None Cumulative Peak kW: None
Alternator kW: 893.5 Peak kVA: None Cumulative Peak kVA: None
Total System Running Load and Step Load Requirements
Running KW: 1297.2 Max Step KW: 103.6 Alternator KW: 1787
Running KVA: 1447.2 Max Step KVA: 115
Generator Set Configuration
Engine Model: VTA28-G7 Alternator: HC6H
Fuel: Diesel Feature Code: B258
Engine Displacement,cu in(liters): 1710 (28) Reconnectable
Engine Cylinders: 12
Excitation: PMG Voltage Range: ER 190-240/380-480
Temp.Rise at Full Rated Load,°C: 1252 Number Leads: 12
•
Set Performance Load Requirements
Running at: 86.5%Rated Capacity
Starting Voltage Dip: 1% Max Starting Voltage Dip: 15%
Peak Voltage Dip: None% Max Peak Voltage Dip: 15%
Frequency Dip: 1 % Max Frequency Dip: 15%
Site Rated kW: 750 Running kW: 648.6
Site Rated Alternator Max kW at 125°C and 480 volts: 900 Alternator kW: 893.5
Site Rated Alternator Max kVA at 125°C and 480 volts: 1125 Running kVA: 723.6
Site Rated Max SkW: 778 Effective Step kW: 545.8
Max SkVA: 3313 Effective Step kVA: 723.6
2Note:Higher temperature rise at full rated load.

Powe
r
e
Generation
Loads and Steps Detail Report
for Project Statesville 3rd Creek WWTP
Project Parameters
Generator Sets Running in Parallel: 2 Fuel: Diesel
Max Allowable Starting Voltage Dip: 15% Phase: 3
Max Allowable Peak Voltage Dip: 15% Frequency,Hz: 60
Max Allowable Frequency Dip: 15% Voltage: 277/480,Series Wye
Site Altitude,Ft.(M): 1500 (457) Quiet Site: Yes
Site Ambient Temperature,°F(°C): 77 (25) Duty: Standby
Calculated Individual Generator Set Load Running and Peak Requirements
Running kW: 648.6 Max Step kW: 51.8 In Step 23 Cumulative Step kW: 648.6
Running kVA: 723.6 Max Step kVA: 57.6 In Step 23 Cumulative Step kVA: 723.6
Running PF: 0.90 Peak kW: None Cumulative Peak kW: None
Alternator kW: 893.5 Peak kVA: None Cumulative Peak kVA: None
Step 1
Calculated Individual Generator Set Step Load Requirements
Running kW: 21.5 Starting kW: 21.5 Cumulative Step kW: 21.5
Running kVA: 23.6 Starting kVA: 23.6 Cumulative Step kVA: 23.6
Running Amps: 56.8
Alternator kW: 21.5
Control Power Three Phase Quantity:1 In this Step
Category: Miscellaneous-User Defined
Running kW: 3.0 Starting kW: 3.0 Peak kW: None
Running kVA: 3.3 Starting kVA: 3.3 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 4.0
Alternator kW: 3.0 Voltage: 480
Plant Lighting Three Phase Quantity:1 In this Step
Category: Light-Fluorescent
Running kW: 10.0 Starting kW: 10.0 Peak kW: None
Running kVA: 10.5 Starting kVA: 10.5 Peak kVA: None
Running PF: 0.95 Starting PF: 0.95 Cyclic: No
Running Amps: 12.7
Alternator kW: 10.0 Voltage: 480
HVAC Three Phase Quantity:1 In this Step
Category: Miscellaneous-User Defined
Running kW: 20.0 Starting kW: 20.0 Peak kW: None
Running kVA: 22.2 Starting kVA: 22.2 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 26.8
Alternator kW: 20.0 Voltage: 480
Misc Plant Load Three Phase Quantity:1 In this Step
Category: Miscellaneous-User Defined
Running kW: 10.0 Starting kW: 10.0 Peak kW: None
Running kVA: 11.1 Starting kVA: 11.1 Peak kVA: None

Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 13.4
Alternator kW: 10.0 Voltage: 480
Step 2
Calculated Individual Generator Set Step Load Requirements
Running kW: 4.4 Starting kW: 22.9 Cumulative Step kW: 44.4
Running kVA: 5.2 Starting kVA: 37.5 Cumulative Step kVA: 61.1
Running Amps: 12.6
Alternator kW: 4.4
Influent Screen Three Phase Quantity:2 In this Step
Category: Motor
Running kW: 4.4 Starting kW: 22.9 Peak kW: None
Running kVA: 5.2 Starting kVA: 37.5 Peak kVA: None
Running PF: 0.85 Starting PF: 0.61 Cyclic: No
Running Amps: 6.3
Alternator kW: 4.4 Voltage: 480
Shaft HP: 5.00 Method: Across The Line
Shaft kW: 3.73
Efficiency: 0.84 LRkVA Factor: 7.5
Design: Standard NEMA Design B,C,or D LRkVA Code: J
Step 3
Calculated Individual Generator Set Step Load Requirements
Running kW: 2.7 Starting kW: 16.8 Cumulative Step kW: 42.8
Running kVA: 3.3 Starting kVA: 25.5 Cumulative Step kVA: 54.3
Running Amps: 8.0
Alternator kW: 2.7
Screenings Conveyor Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0.66 Cyclic: No
Running Amps: 4.0
Alternator kW: 2.7 Voltage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24
Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K
Screenings Washer/Compactor Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0.66 Cyclic: No
Running Amps: 4.0
Alternator kW: 2.7 Voltage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24
Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K

Step 4
Calculated Individual Generator Set Step Load Requirements
Running kW: 41.4 Starting kW: 41.4 Cumulative Step kW: 70.1
Running kVA: 46.1 Starting kVA: 46.1 Cumulative Step kVA: 78.2
Running Amps: 110.9
Alternator kW: 58.0
Influent Pump Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 82.9 Starting kW: 82.9 Peak kW: None
Running kVA: 92.1 Starting kVA: 92.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 110.9
Alternator kW: 116.1 Voltage: 480
Shaft HP: 100.00 Type: Variable Frequency Drive
Shaft kW: 74.60 Drive Type: Pulse Width Modulated
Step 5
Calculated Individual Generator Set Step Load Requirements
Running kW: 41.4 Starting kW: 41.4 Cumulative Step kW: 111.6
Running kVA: 46.1 Starting kVA: 46.1 Cumulative Step kVA: 124.2
Running Amps: 110.9
Alternator kW: 58.0
Influent Pump Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 82.9 Starting kW: 82.9 Peak kW: None
Running kVA: 92.1 Starting kVA: 92.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 110.9
Alternator kW: 116.1 Voltage: 480
Shaft HP: 100.00 Type: Variable Frequency Drive
Shaft kW: 74.60 Drive Type: Pulse Width Modulated
Step 6
Calculated Individual Generator Set Step Load Requirements
Running kW: 41.4 Starting kW: 41.4 Cumulative Step kW: 153.0
Running kVA: 46.1 Starting kVA: 46.1 Cumulative Step kVA: 170.3
Running Amps: 110.9
Alternator kW: 58.0
Influent Pump Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 82.9 Starting kW: 82.9 Peak kW: None
Running kVA: 92.1 Starting kVA: 92.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 110.9
Alternator kW: 116.1 Voltage: 480
Shaft HP: 100.00 Type: Variable Frequency Drive
Shaft kW: 74.60 Drive Type: Pulse Width Modulated
Step 7

Calculated Individual Generator Set Step Load Requirements
Running kW: 41.4 Starting kW: 41.4 Cumulative Step kW: 194.5
Running kVA: 46.1 Starting kVA: 46.1 Cumulative Step kVA: 216.3
Running Amps: 110.9
Alternator kW: 58.0
Influent Pump Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 82.9 Starting kW: 82.9 Peak kW: None
Running kVA: 92.1 Starting kVA: 92.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 110.9
Alternator kW: 116,1 Voltage: 480
Shaft HP: 100.00 Type: Variable Frequency Drive
Shaft kW: 74.60 Drive Type: Pulse Width Modulated
Step 8
Calculated Individual Generator Set Step Load Requirements
Running kW: 41.4 Starting kW: 41.4 Cumulative Step kW: 235.9
Running kVA: 46.1 Starting kVA: 46.1 Cumulative Step kVA: 262.4
Running Amps: 110.9
Alternator kW: 58.0
Influent Pump Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 82.9 Starting kW: 82.9 Peak kW: None
Running kVA: 92.1 Starting kVA: 92.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 110.9
Alternator kW: 116.1 Voltage: 480
Shaft HP: 100.00 Type: Variable Frequency Drive
Shaft kW: 74.60 Drive Type: Pulse Width Modulated
Step 9
Calculated Individual Generator Set Step Load Requirements
Running kW: 6.4 Starting kW: 8.1 Cumulative Step kW: 244.0
Running kVA: 7.3 Starting kVA: 16.4 Cumulative Step kVA: 278.8
Running Amps: 17.6
Alternator kW: 12.9
Floating Aerator Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 12.9 Starting kW: 16.1 Peak kW: None
Running kVA: 14.6 Starting kVA: 32.9 Peak kVA: None
Running PF: 0.88 Starting PF: 0.49 Cyclic: No
Running Amps: 17.6
Alternator kW: 25.7 Voltage: 480
Shaft HP: 15.00 Method: Solid State
Shaft kW: 11.19 Current Limit: 225%FLA
Efficiency: 0.87 LRkVA Factor: 5.9
Design: Standard NEMA Design B,C,or D LRkVA Code: G
Step 10

Calculated Individual Generator Set Step Load Requirements
Running kW: 6.4 Starting kW: 8.1 Cumulative Step kW: 250.4
Running kVA: 7.3 Starting kVA: 16.4 Cumulative Step kVA: 286.1
Running Amps: 17.6
Alternator kW: 12.9
Floating Aerator Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 12.9 Starting kW: 16.1 Peak kW: None
Running kVA: 14.6 Starting kVA: 32.9 Peak kVA: None
Running PF: 0.88 Starting PF: 0.49 Cyclic: No
Running Amps: 17.6
Alternator kW: 25.7 Voltage: 480
Shaft HP: 15.00 Method: Solid State
Shaft kW: 11.19 Current Limit: 225%FLA
Efficiency: 0.87 LRkVA Factor: 5.9
Design: Standard NEMA Design B,C,or D LRkVA Code: G
Step 11
Calculated Individual Generator Set Step Load Requirements
Running kW: 1.4 Starting kW: 8.4 Cumulative Step kW: 257.2
Running kVA: 1.7 Starting kVA: 12.8 Cumulative Step kVA: 289.8
Running Amps: 4.0
Alternator kW: 1.4
Anaerobic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0.66 Cyclic: No
Running Amps: 4.0
Alternator kW: 2.7 Voltage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24
Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K
Step 12
Calculated Individual Generator Set Step Load Requirements
Running kW: 1.4 Starting kW: 8.4 Cumulative Step kW: 258.5
Running kVA: 1.7 Starting kVA: 12.8 Cumulative Step kVA: 291.4
Running Amps: 4.0
Alternator kW: 1.4
Anaerobic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0.66 Cyclic: No
Running Amps: 4.0
Alternator kW: 2.7 Voltage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24

Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K
Step 13
Calculated Individual Generator Set Step Load Requirements
Running kW: 1.4 Starting kW: 8.4 Cumulative Step kW: 259.9
Running kVA: 1.7 Starting kVA: 12.8 Cumulative Step kVA: 293.1
Running Amps: 4.0
Alternator kW: 1.4
Anaerobic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0,66 Cyclic: No
Running Amps: 4.0
Alternator kW: 2.7 Voltage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24
Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K
Step 14
Calculated Individual Generator Set Step Load Requirements
Running kW: 1.4 Starting kW: 8.4 Cumulative Step kW: 261.3
Running kVA: 1.7 Starting kVA: 12.8 Cumulative Step kVA: 294.8
Running Amps: 4.0
Alternator kW: 1.4
Anaerobic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0.66 Cyclic: No
Running Amps: 4.0
Alternator kW: 2.7 Voltage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24
Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K
Step 15
Calculated Individual Generator Set Step Load Requirements
Running kW: 1.4 Starting kW: 8.4 Cumulative Step kW: 262.6
Running kVA: 1.7 Starting kVA: 12.8 Cumulative Step kVA: 296.4
Running Amps: 4.0
Alternator kW: 1,4
Anaerobic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0.66 Cyclic: No
Running Amps: 4.0
1

Alternator kW: 2.7 Voftage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24
Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K
Step 16
Calculated Individual Generator Set Step Load Requirements
Running kW: 1.4 Starting kW: 8.4 Cumulative Step kW: 264.0
Running kVA: 1.7 Starting kVA: 12.8 Cumulative Step kVA: 298.1
Running Amps: 4.0
Alternator kW: 1.4
Anaerobic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0.66 Cyclic: No
Running Amps: 4.0
Alternator kW: 2.7 Voltage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24
Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K
Step 17
Calculated Individual Generator Set Step Load Requirements
Running kW: 1.4 Starting kW: 8.4 Cumulative Step kW: 265.4
Running kVA: 1.7 Starting kVA: 12.8 Cumulative Step kVA: 299.8
Running Amps: 4.0
Alternator kW: 1.4
Anaerobic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0.66 Cyclic: No
Running Amps: 4.0
Alternator kW: 2.7 Voltage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24
Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K
Step 18
Calculated Individual Generator Set Step Load Requirements
Running kW: 1.4 Starting kW: 8.4 Cumulative Step kW: 266.7
Running kVA: 1.7 Starting kVA: 12.8 Cumulative Step kVA: 301.4
Running Amps: 4.0
Alternator kW: 1.4
Anaerobic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor

Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0.66 Cyclic: No
Running Amps: 4.0
Alternator kW: 2.7 Voltage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24
Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K
Step 19
Calculated Individual Generator Set Step Load Requirements
Running kW: 1.4 Starting kW: 8.4 Cumulative Step kW: 268.1
Running kVA: 1.7 Starting kVA: 12.8 Cumulative Step kVA: 303.1
Running Amps: 4.0
Alternator kW: 1.4
Anaerobic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 2.7 Starting kW: 16.8 Peak kW: None
Running kVA: 3.3 Starting kVA: 25.5 Peak kVA: None
Running PF: 0.82 Starting PF: 0.66 Cyclic: No
Running Amps: 4.0
Alternator kW: 2.7 Voltage: 480
Shaft HP: 3.00 Method: Across The Line
Shaft kW: 2.24
Efficiency: 0.82 LRkVA Factor: 8.5
Design: Standard NEMA Design B,C,or D LRkVA Code: K
Step 20
Calculated Individual Generator Set Step Load Requirements
Running kW: 4.3 Starting kW: 17.8 Cumulative Step kW: 278.8
Running kVA: 5.0 Starting kVA: 33.5 Cumulative Step kVA: 325.5
Running Amps: 12.0
Alternator kW: 4.3
Anoxic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 8.7 Starting kW: 35.5 Peak kW: None
Running kVA: 10.0 Starting kVA: 67.0 Peak kVA: None
Running PF: 0.87 Starting PF: 0.53 Cyclic: No
Running Amps: 12.0
Alternator kW: 8.7 Voltage: 480
Shaft HP: 10.00 Method: Across The Line
Shaft kW: 7.46
Efficiency: 0.86 LRkVA Factor: 6.7
Design: Standard NEMA Design B,C,or D LRkVA Code: H
Step 21
Calculated Individual Generator Set Step Load Requirements
Running kW: 4.3 Starting kW: 17.8 Cumulative Step kW: 283.1
Running kVA: 5.0 Starting kVA: 33.5 Cumulative Step kVA: 330.5
Running Amps: 12.0

Alternator kW: 4.3
Anoxic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 8.7 Starting kW: 35.5 Peak kW: None
Running kVA: 10.0 Starting kVA: 67.0 Peak kVA: None
Running PF: 0.87 Starting PF: 0.53 Cyclic: No
Running Amps: 12.0
Alternator kW: 8.7 Voltage: 480
Shaft HP: 10.00 Method: Across The Line
Shaft kW: 7.46
Efficiency: 0.86 LRkVA Factor: 6.7
Design: Standard NEMA Design B,C,or D LRkVA Code: H
Step 22
Calculated Individual Generator Set Step Load Requirements
Running kW: 4.3 Starting kW: 17.8 Cumulative Step kW: 287.5
Running kVA: 5.0 Starting kVA: 33.5 Cumulative Step kVA: 335.5
Running Amps: 12.0
Alternator kW: 4.3
Anoxic Sub.Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 8.7 Starting kW: 35.5 Peak kW: None
Running kVA: 10.0 Starting kVA: 67.0 Peak kVA: None
Running PF: 0.87 Starting PF: 0.53 Cyclic: No
Running Amps: 12.0
Alternator kW: 8.7 Voltage: 480
Shaft HP: 10.00 Method: Across The Line
Shaft kW: 7.46
Efficiency: 0.86 LRkVA Factor: 6.7
Design: Standard NEMA Design B,C,or D LRkVA Code: H
Step 23
Calculated Individual Generator Set Step Load Requirements
Running kW: 51.8 Starting kW: 51.8 Cumulative Step kW: 325.9
Running kVA: 57.6 Starting kVA: 57.6 Cumulative Step kVA: 364.5
Running Amps: 138.6
Alternator kW: 72.5
Oxidation Ditch AeratorlMixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 103.6 Starting kW: 103.6 Peak kW: None
Running kVA: 115.1 Starting kVA: 115.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 138.6
Alternator kW: 145.1 Voltage: 480
Shaft HP: 125.00 Type: Variable Frequency Drive
Shaft kW: 93.25 Drive Type: Pulse Width Modulated
Step 24
Calculated Individual Generator Set Step Load Requirements
Running kW: 51.8 Starting kW: 51.8 Cumulative Step kW: 377.7

Running kVA: 57,6 Starting kVA: 57.6 Cumulative Step kVA: 422.1
Running Amps: 138.6
Alternator kW: 72.5
Oxidation Ditch Aerator/Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 103.6 Starting kW: 103.6 Peak kW: None
Running kVA: 115.1 Starting kVA: 115.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 138.6
Alternator kW: 145.1 Voltage: 480
Shaft HP: 125.00 Type: Variable Frequency Drive
Shaft kW: 93.25 Drive Type: Pulse Width Modulated
Step 25
Calculated Individual Generator Set Step Load Requirements
Running kW: 51.8 Starting kW: 51.8 Cumulative Step kW: 429.5
Running kVA: 57.6 Starting kVA: 57.6 Cumulative Step kVA: 479.7
Running Amps: 138.6
Alternator kW: 72.5
Oxidation Ditch Aerator/Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 103.6 Starting kW: 103.6 Peak kW: None
Running kVA: 115.1 Starting kVA: 115.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 138.6
Alternator kW: 145.1 Voltage: 480
Shaft HP: 125.00 Type: Variable Frequency Drive
Shaft kW: 93.25 Drive Type: Pulse Width Modulated
Step 26
Calculated Individual Generator Set Step Load Requirements
Running kW: 51.8 Starting kW: 51.8 Cumulative Step kW: 481.3
Running kVA: 57.6 Starting kVA: 57.6 Cumulative Step kVA: 537.2
Running Amps: 138.6
Alternator kW: 72.5
Oxidation Ditch Aerator/Mixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 103.6 Starting kW: 103.6 Peak kW: None
Running kVA: 115.1 Starting kVA: 115.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 138.6
Alternator kW: 145.1 Voltage: 480
Shaft HP: 125.00 Type: Variable Frequency Drive
Shaft kW: 93.25 Drive Type: Pulse Width Modulated
Step 27
Calculated Individual Generator Set Step Load Requirements
Running kW: 51.8 Starting kW: 51.8 Cumulative Step kW: 533.1
Running kVA: 57.6 Starting kVA: 57.6 Cumulative Step kVA: 594.8
Running Amps: 138.6

Alternator kW: 72.5
Oxidation Ditch AeratorlMixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 103.6 Starting kW: 103.6 Peak kW: None
Running kVA: 115.1 Starting kVA: 115.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 138.6
Alternator kW: 145.1 Voltage: 480
Shaft HP: 125.00 Type: Variable Frequency Drive
Shaft kW: 93.25 Drive Type: Pulse Width Modulated
Step 28
Calculated Individual Generator Set Step Load Requirements
Running kW: 51.8 Starting kW: 51.8 Cumulative Step kW: 584.9
Running kVA: 57.6 Starting kVA: 57.6 Cumulative Step kVA: 652.3
Running Amps: 138.6
Alternator kW: 72.5
Oxidation Ditch AeratorlMixer Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 103.6 Starting kW: 103.6 Peak kW: None
Running kVA: 115.1 Starting kVA: 115.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 138.6
Alternator kW: 145.1 Voltage: 480
Shaft HP: 125.00 Type: Variable Frequency Drive
Shaft kW: 93.25 Drive Type: Pulse Width Modulated
Step 29
Calculated Individual Generator Set Step Load Requirements
Running kW: 1.5 Starting kW: 13.5 Cumulative Step kW: 598.3
Running kVA: 2.2 Starting kVA: 17.7 Cumulative Step kVA: 670.0
Running Amps: 5.3
Alternator kW: 1.5
Clarifier Drive Three Phase Quantity:3 In this Step
Category: Motor
Running kW: 1.0 Starting kW: 9.0 Peak kW: None
Running kVA: 1.5 Starting kVA: 11.8 Peak kVA: None
Running PF: 0.70 Starting PF: 0.76 Cyclic: No
Running Amps: 1.8
Alternator kW: 1.0 Voltage: 480
Shaft HP: 1.00 Method: Across The Line
Shaft kW: 0.75
Efficiency: 0.73 LRkVA Factor: 11.8
Design: Standard NEMA Design B,C,or D LRkVA Code: N
Step 30
Calculated Individual Generator Set Step Load Requirements
Running kW: 20.7 Starting kW: 20.7 Cumulative Step kW: 607.1
Running kVA: 23.0 Starting kVA: 23.0 Cumulative Step kVA: 677,6
Running Amps: 55.5

Alternator kW: 29.0
RAS Pump Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 41.4 Starting kW: 41.4 Peak kW: None
Running kVA: 46.1 Starting kVA: 46.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 55.5
Alternator kW: 58.0 Voltage: 480
Shaft HP: 50.00 Type: Variable Frequency Drive
Shaft kW: 37.30 Drive Type: Pulse Width Modulated
Step 31
Calculated Individual Generator Set Step Load Requirements
Running kW: 20.7 Starting kW: 20.7 Cumulative Step kW: 627.9
Running kVA: 23.0 Starting kVA: 23.0 Cumulative Step kVA: 700.6
Running Amps: 55.5
Alternator kW: 29.0
RAS Pump Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 41.4 Starting kW: 41.4 Peak kW: None
Running kVA: 46.1 Starting kVA: 46.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 55.5
Alternator kW: 58.0 Voltage: 480
Shaft HP: 50.00 Type: Variable Frequency Drive
Shaft kW: 37.30 Drive Type: Pulse Width Modulated
Step 32
Calculated Individual Generator Set Step Load Requirements
Running kW: 20.7 Starting kW: 20.7 Cumulative Step kW: 648.6
Running kVA: 23.0 Starting kVA: 23.0 Cumulative Step kVA: 723.6
Running Amps: 55.5
Alternator kW: 29.0
RAS Pump Three Phase Quantity:1 In this Step
Category: Motor
Running kW: 41.4 Starting kW: 41.4 Peak kW: None
Running kVA: 46.1 Starting kVA: 46.1 Peak kVA: None
Running PF: 0.90 Starting PF: 0.90 Cyclic: No
Running Amps: 55.5
Alternator kW: 58.0 Voltage: 480
Shaft HP: 50.00 Type: Variable Frequency Drive
Shaft kW: 37.30 Drive Type: Pulse Width Modulated

SizeRite
Generator Set Sizing
Project 3rd Creek WWTP - 08.01008
Customer City of Statesville
Generator Sets
Model No. 800DSEB Gensets 2
Engine 16V2000 (Diesel)
Alternator 5M4036
Performance Summary
LN/LL Voltage 277/480 volts Altitude 1500 feet
Frequency 60 hertz Ambient Temp. 70 F
Phase(s) 3 phase
Genset Rating @ 130C Rise 800.00 kW
Genset Derated Rating 795.42 kW
Total Running Power 710.39 kW per set
Percent of Available kW Used 89.31 %
Alternator Starting kVA 1350.00 kVA per set @ 15%dip
Peak Starting kVA 797.14 kVA per set
Maximum Voltage Dip 1.02 %
Maximum Frequency Dip 0.19 % (est.) (no restriction)
Voltage THD 4.46 % (no restriction)
Informational
Program Version 8.6.0
Database Version 1.32
Project Created January 25, 2011; 09:41:45 AM
Project Last Saved January 25, 2011; 10:50:31 AM
Report Created January 26, 2011; 04:55:09 PM
Project Created By

SizeRite
Generator Load Profile
Project 3rd Creek WWTP - 08.01008
Customer City of Statesville
Generator Sets
Model No. 800DSEB Gensets 2
Engine 16V2000 (Diesel)
Alternator 5M4036
Load Profile
Run Run Run Start Start Volt Freq Volt(L-N)
Qty kW kVA pF kW kVA Dip Dip THD
Step#1 Load Step#1 -Misc Load
Control Power (3.00 kW misc. load)
1 3.00 3.00 1.00 3.00 3.00
Plant Lighting (Fluorescent lighting with high eff magnetic ballast)
1 10.00 10.00 1.00 10.00 10.00
HVAC (20.00 kW misc. load)
1 20.00 20.00 1.00 20.00 20.00
Misc.Load (10.00 kW misc. load)
1 10.00 10.00 1.00 10.00 10.00
Step Tota1s43.00 43.00 1.00 43.00 43.00 0.25 0.02 0.2%/0.2%/0.2%
Cum.Totals 43.00 43.00 1.00
Step#2 Load Step#2-Influent Screens
Influent Screens (5.00 HP,3 phase,code H,loaded motors,w/A.T.L. starting)
Rated motor torque from full voltage starting=99.2%
2 9.60 10.80 0.89 40.20 67.00
Step Tota1s9.60 10.80 0.89 40.20 67.00 0.38 0.01 0.2%/0.2%/0.2%
Cum.Totals 52.60 53.80 0.98
Step#3 Load Step#3-Screenings
Conveyor (3.00 HP,3 phase, code J,loaded motor,w/A.T.L. starting)
Rated motor torque from full voltage starting=99.5%
1 2.80 3.70 0.76 13.59 22.65
Washer/Compactor (3.00 HP,3 phase,code J,loaded motor,w/A.T.L. starting)
Rated motor torque from full voltage starting=99.5%
1 2.80 3.70 0.76 13.59 22.65
Step Totals5.60 7.40 0.76 27.18 45.30 0.25 0.01 0.2%/0.2%/0.2%
Cum.Totals 58.20 61.20 0.95
Step#4 Load Step#4-Influent Pump#1
Influent Pump#1 (VFD)
1 89.44 99.38 0.90 111.81 124.23
Step Totals89.44 99.38 0.90 111.81 124.23 0.74 0.11 0.2%/0.2%/0.2%
Cum.Totals 147.64 160.58 0.92

Step#5 Load Step#5-Influent Pump#2
Influent Pump#2 (VFD)
1 89.44 99.38 0.90 111.81 124.23
Step Totals89.44 99.38 0.90 111.81 124.23 0.74 0.11 0.2%/0.2%/0.2%
Cum.Totals 237.09 259.97 0.91
Step#6 Load Step#6-Influent Pump#3
Influent Pump#3 (VFD)
1 89.44 99.38 0.90 111.81 124.23
Step Totals89.44 99.38 0.90 111.81 124.23 0.74 0.11 0.2%/0.2%/0.2%
Cum.Totals 326.53 359.35 0.91
Step#7 Load Step#7-Influent Pump#4
Influent Pump#4 (VFD)
1 89.44 99.38 0.90 111.81 124.23
Step Totals89.44 99.38 0.90 111.81 124.23 0.74 0.11 0.2%/0.2%/0.2%
Cum.Totals 415.98 458.73 0.91
Step#8 Load Step#8-Influent Pump#5
Influent Pump#5 (VFD)
1 89.44 99.38 0.90 111.81 124.23
Step Totals89.44 99.38 0.90 111.81 124.23 0.75 0.11 0.2%/0.2%/0.2%
Cum.Totals 505.42 558.11 0.91
Step#9 Load Step#9-Chlorine Contact
Floating Aerator#1 (15.00 HP,3 phase,code F,loaded motor,w/225%solid start starting)
Rated motor torque from full voltage starting=21.0%
1 12.20 15.50 0.79 16.39 34.88
Step Totals12.20 15.50 0.79 16.39 34.88 0.20 0.00 0.2%/0.2%/0.2%
Cum.Totals 517.62 573.61 0.90
Step#10 Load Step#10-Chlorine Contact
Floating Aerator#2 (15.00 HP,3 phase,code F,loaded motor,w/225%solid start starting)
Rated motor torque from full voltage starting=21.0%
1 12.20 15.50 0.79 16.39 34.88
Step Totals12.20 15.50 0.79 16.39 34.88 0.20 0.00 0.2%/0.2%/0.2%
Cum.Totals 529.82 589.11 0.90
Step#11 Load Step#11 -Anaerobic Basin
Sub.Mixer#1 (3.00 HP,3 phase,code J,loaded motor,w/A.T.L.starting)
Rated motor torque from full voltage starting=99.7%
1 2.80 3.70 0.76 13.59 22.65
Step Totals2.80 3.70 0.76 13.59 22.65 0.13 0.00 0.2%/0.2%/0.2%
Cum. Totals 532.62 592.81 0.90
Step#12 Load Step#12-Anaerobic Basin
Sub.Mixer#2 (3.00 HP,3 phase,code J,loaded motor,w/A.T.L.starting)
Rated motor torque from full voltage starting=99.7%
1 2.80 3.70 0.76 13.59 22.65
Step Totals2.80 3.70 0.76 13.59 22.65 0.13 0.00 0.2%/0.2%/0.2%
Cum.Totals 535.42 596.51 0.90

Step#13 Load Step#13-Anaerobic Basin
Sub.Mixer#3 (3.00 HP,3 phase,code J, loaded motor,w/A.T.L. starting)
Rated motor torque from full voltage starting=99.7%
1 2.80 3.70 0.76 13.59 22.65
Step Totals2.80 3.70 0.76 13.59 22.65 0.13 0.00 0.2%/0.2%/0.2%
Cum.Totals 538.22 600.21 0.90
Step#14 Load Step#14-Anaerobic Basin
Sub.Mixer#4 (3.00 HP,3 phase,code J,loaded motor,w/A.T.L. starting)
Rated motor torque from full voltage starting=99.7%
1 2.80 3.70 0.76 13.59 22.65
Step Totals2.80 3.70 0.76 13.59 22.65 0.13 0.00 0.2%/0.2%/0.2%
Cum. Totals 541.02 603.91 0.90
Step#15 Load Step#15-Anaerobic Basin
Sub.Mixer#5 (3.00 HP,3 phase,code J, loaded motor,w/A.T.L.starting)
Rated motor torque from full voltage starting=99.7%
1 2.80 3.70 0.76 13.59 22.65
Step Totals2.80 3.70 0.76 13.59 22.65 0.13 0.00 0.2%/0.2%/0.2%
Cum.Totals 543.82 607.61 0.90
Step#16 Load Step#16-Anaerobic Basin
Sub.Mixer#6 (3.00 HP,3 phase,code J, loaded motor,w/A.T.L. starting)
Rated motor torque from full voltage starting=99.7%
1 2.80 3.70 0.76 13.59 22.65
Step Totals2.80 3.70 0.76 13.59 22.65 0.13 0.00 0.2%/0.2%/0.2%
Cum.Totals 546.62 611.31 0.89
Step#17 Load Step#17-Anaerobic Basin
Sub. Mixer#7 (3.00 HP,3 phase,code J,loaded motor,w/A.T.L.starting)
Rated motor torque from full voltage starting=99.7%
1 2.80 3.70 0.76 13.59 22.65
Step Totals2.80 3.70 0.76 13.59 22.65 0.13 0.00 0.2%/0.2%/0.2%
Cum.Totals 549.42 615.01 0.89
Step#18 Load Step#18-Anaerobic Basin
Sub.Mixer#8 (3.00 HP,3 phase,code J, loaded motor,w/A.T.L. starting)
Rated motor torque from full voltage starting=99.7%
1 2.80 3.70 0.76 13.59 22.65
Step Totals2.80 3.70 0.76 13.59 22.65 0.13 0.00 0.2%/0.2%/0.2%
Cum.Totals 552.22 618.71 0.89
Step#19 Load Step#19-Anaerobic Basin
Sub.Mixer#9 (3.00 HP,3 phase,code J, loaded motor,w/A.T.L.starting)
Rated motor torque from full voltage starting=99.7%
1 2.80 3.70 0.76 13.59 22.65
Step Totals2.80 3.70 0.76 13.59 22.65 0.13 0.00 0.2%/0.2%/0.2%
Cum. Totals 555.02 622.41 0.89
Step#20 Load Step#20-Anoxic Basins
Sub.Mixer#1 (10.00 HP,3 phase,code G,loaded motor,w/A.T.L. starting)
Rated motor torque from full voltage starting=99.3%
1 8.70 10.70 0.81 28.56 59.50

Step Totals8.70 10.70 0.81 28.56 59.50 0.34 0.01 0.2%/0.2%/0.2%
Cum.Totals 563.72 633.11 0.89
Step#21 Load Step#21 -Anoxic Basins
Sub.Mixer#2 (10.00 HP,3 phase,code G,loaded motor,w/A.T.L.starting)
Rated motor torque from full voltage starting=99.3%
1 8.70 10.70 0.81 28.56 59.50
Step Totals8.70 10.70 0.81 28.56 59.50 0.34 0.01 0.2%/0.2%/0.2%
Cum.Totals 572.42 643.81 0.89
Step#22 Load Step#22-Anoxic Basins
Sub.Mixer#3 (10.00 HP,3 phase,code G,loaded motor,w/A.T.L.starting)
Rated motor torque from full voltage starting=99.3%
1 8.70 10.70 0.81 28.56 59.50
Step Totals8.70 10.70 0.81 28.56 59.50 0.34 0.01 0.2%/0.2%/0.2%
Cum.Totals 581.12 654.51 0.89
Step#23 Load Step#23-Oxidation Ditch
Oxidation Ditch Aerator#1 (VFD)
1 116.67 129.63 0.90 145.83 162.04
Step Totals116.67 129.63 0.90 145.83 162.04 1.00 0.19 0.2%/0.2%/0.2%
Cum.Totals 697.79 784.14 0.89
Step#24 Load Step#24-Oxidation Ditch
Oxidation Ditch Aerator#2 (VFD)
1 116.67 129.63 0.90 145.83 162.04
Step Totals116.67 129.63 0.90 145.83 162.04 1.00 0.19 0.2%/0.2%/0.2%
Cum.Totals 814.46 913.77 0.89
Step#25 Load Step#25-Oxidation Ditch
Oxidation Ditch Aerator#3 (VFD)
1 116.67 129.63 0.90 145.83 162.04
Step Totals116.67 129.63 0.90 145.83 162.04 1.00 0.19 0.2%/0.2%/0.2%
Cum.Totals 931.12 1043.40 0.89
Step#26 Load Step#26-Oxidation Ditch
Oxidation Ditch Aerator#4 (VFD)
1 116.67 129.63 0.90 145.83 162.04
Step Totals116.67 129.63 0.90 145.83 162.04 1.01 0.19 0.2%/0.2%/0.2%
Cum.Totals 1047.79 1173.03 0.89
Step#27 Load Step#27-Oxidation Ditch
Oxidation Ditch Aerator#5 (VFD)
1 116.67 129.63 0.90 145.83 162.04
Step Totals116.67 129.63 0.90 145.83 162.04 1.01 0.19 0.2%/0.2%/0.2%
Cum.Totals 1164.46 1302.66 0.89
Step#28 Load Step#28-Oxidation Ditch
Oxidation Ditch Aerator#6 (VFD)
1 116.67 129.63 0.90 145.83 162.04
Step Totals116.67 129.63 0.90 145.83 162.04 1.02 0.19 0.2%/0.2%/0.2%
Cum.Totals 1281.12 1432.29 0.89

Step#29 Load Step#29-Clarifiers
Clarifiers Drives (1.00 HP,3 phase,code L,loaded motors,w/A.T.L. starting)
Rated motor torque from full voltage starting=99.7%
3 3.00 4.80 0.63 19.38 28.50
Step Totals3.00 4.80 0.63 19.38 28.50 0.17 0.00 0.2%/0.2%/0.2%
Cum.Totals 1284.12 1437.09 0.89
Step#30 Load Step#30-RAS Pump Station
RAS Pump#1 (VFD)
1 45.56 50.62 0.90 56.94 63.27
Step Totals45.56 50.62 0.90 56.94 63.27 0.38 0.03 2.0%/2.0%/2.0%
Cum.Totals 1329.68 1487.71 0.89
Step#31 Load Step#31-RAS Pump Station
RAS Pump#2 (VFD)
1 45.56 50.62 0.90 56.94 63.27
Step Totals45.56 50.62 0.90 56.94 63.27 0.38 0.03 3.4%/3.4%/3.4%
Cum.Totals 1375.23 1538.33 0.89
Step#32 Load Step#32-RAS Pump Station
RAS Pump#3 (VFD)
1 45.56 50.62 0.90 56.94 63.27
Step Totals45.56 50.62 0.90 56.94 63.27 0.38 0.03 4.5%/4.5%/4.5%
Cum.Totals 1420.79 1588.94 0.89
Grand Totals 1420.79 1588.94 0.89 4.5%/4.5%/4.5%
Informational
Program Version 8.6.0
Database Version 1.32
Project Created January 25,2011; 09:41:45 AM
Project Last Saved January 25, 2011; 10:50:31 AM
Report Created January 26, 2011; 05:00:21 PM
Project Created By

END OF
DESIGN CALCULATIONS
City of Statesville,North Carolina Last Page Design Calculations
Third Creek WWTP Expansion January 2011

APPENDIX D
HYDRAULIC PROFILE AND FLOW SCHEMATIC

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APPENDIX E
RESIDUALS MANAGEMENT PLAN

THIRD CREEK WASTEWATER TREATMENT PLANT EXPANSION
CITY OF STATESVILLE, NORTH CAROLINA
•
RESIDUALS MANAGEMENT PLAN
The project generally consists of the expansion of the City of Statesville's Third Creek
Wastewater Treatment Plant from 4.0 million gallons per day (MGD) to a capacity of
8.0 MGD, including a new influent sewer, mechanical influent screens, influent pump
station, grit removal, anaerobic basins, anoxic basins, oxidation ditches, final clarifiers,
chlorine contact structure (which includes chlorine addition, chlorine contact, non-
potable water pumping, effluent metering, dechlorination, post-aeration, and effluent
sampling), return/waste activated sludge pump station, gravity belt thickener, aerobic
digester modifications, effluent sewer, and all valves, piping, electrical, controls, SCADA
system, and related appurtenances.
The City of Statesville currently hauls dewatered "cake" sludge from the Third Creek
WWTP to the City's Fourth Creek WWTP on Bell Farm Road for stabilization and final
disposal. Upon completion of this project, new waste activated sludge (WAS) pumps
will transport excess sludge from the bottom of the Final Clarifiers to the Gravity Belt
Thickener (GBT). WAS will be thickened to 4 to 6% using polymer and the GBT before
being discharged to the Aerobic Digester. Aeration will be provided in the Aerobic
Digester with five (5) 75 HP floating aerators. From the Aerobic Digester, digested
sludge will be pumped to the two (2) existing Belt Filter Presses (BFPs) by existing
progressive cavity pumps. After being dewatered by the BFPs, dewatered "cake" sludge
will continue to be hauled to the City's Fourth Creek WWTP. Once at the plant,
dewatered "cake" sludge can be stored on-site, fed into the Class "A" lime stabilization
process, or land applied as Class "B"using the City's existing land application permits.
1

APPENDIX F
CONSTRUCTION SEQUENCE PLAN

THIRD CREEK WASTEWATER TREATMENT PLANT EXPANSION
CITY OF STATESVILLE,NORTH CAROLINA
CONSTRUCTION SEQUENCE PLAN
The Contractor shall schedule work to ensure that the wastewater treatment plant remains
in operation at all times during construction of the proposed expansion and improvements
project. All work shall be closely coordinated with the Engineer, the Owner, and the
plant superintendent. Any activities that require essential treatment processes to be taken
out of service shall be scheduled with the Engineer and the Owner a minimum of
seven(7) calendar days in advance.
The following construction sequence plan is being provided as a guide for the Contractor
to follow. Some items may be performed concurrently if approved by the Engineer. Any
deviation from this sequence requires prior approval by the Engineer.
1. Install a new electrical service to the plant. Connect the new electrical service to
the plant and disconnect the existing electrical service while running essential
treatment equipment and pumps on the standby power generator.
2. After successful completion of Step No. 1, Construct the influent pump station,
influent screens, grit removal units, oxidation ditch splitter box, anaerobic basins,
anoxic basins, oxidation ditches, clarifier splitter box, final clarifiers, chlorine
contact tank (which includes chlorine addition, chlorine contact, non-potable
water pumping, effluent metering, dechlorination, post-aeration, and effluent
sampling), return/waste activated sludge pump station, gravity belt thickener, and
all related valves, piping, electrical, controls, SCADA system, and related
appurtenances. While these improvements are being constructed, the existing
wastewater treatment plant processes shall remain in operation.
3. Once construction of the new processes listed in Step No. 2 is near completion,
install the new 42" influent gravity sewer and 36" effluent gravity sewer to the
tie-in points. Connect the lines using manholes constructed over the existing
lines, while keeping the existing lines in service. Plug the new influent and
effluent sewer connections until the new treatment processes are ready to be
commissioned.
4. After all equipment between the new influent screens and the effluent sampling
point are installed, started-up, and tested successfully, divert a portion of the
influent flow to the new treatment plant processes, while keeping the existing
plant in service.
1

5. Once the new plant processes are functioning with the new flow stream, remove
Aeration Basin 2 and Final Clarifier 2 from service. Remove the Aerobic
Digester from service by pumping sludge to existing Final Clarifier 2. Remove
and properly dispose of all unsuitable sludge and/or grit accumulated in the
bottom of Aerobic Digester basin. Provide temporary aeration of sludge in Final
Clarifier 2 while the proposed modifications are made to the Aerobic Digester.
6. Once the Aerobic Digester modifications are complete, including the Gravity Belt
Thickener system and aeration equipment, begin pumping sludge stored in
existing Final Clarifier 2 back to the digester. Also begin pumping waste
activated sludge to the new Gravity Belt Thickener for proper commissioning of
equipment.
7. After the work in Step Nos. 5 and 6 have been completed, place the new Aerobic
Digester into service.
8. Remove Aeration Basin 1 and Final Clarifier 1 from service once the new
treatment processes are treating waste as intended. Connect all drain lines to the
new drain line connected to the new influent pump station.
9. Perform final paving, sidewalk, seeding, fencing, and clean-up work.
2

APPENDIX G
ENGINEER'S CERTIFICATION
FOR GS 133-3

ENGINEER'S CERTIFICATION
For
Compliance with North Carolina General Statute 133-3
I, Douglas G. Chapman , as a duly registered Professional Engineer
(please print)
in the State of North Carolina, am familiar with NCGS 133-3, and have reviewed the plans and
specifications associated with the subject project:
Permit Number:
Project Name: Third Creek Wastewater Treatment Plant
Location: City of Statesville,North Carolina
I hereby certify that all plans and specifications associated with this project are in compliance
with NCGS 133-3.
Send to: Construction Grants & Loans
DENR/DWQ
1633 Mail Service Center
Raleigh,NC 27699-1633
Cf)C.
e CA R �40,
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.44 A.
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20622 z
Signature GINE� � �
ra
•
Date 1-2 �4 S ( Registration No. 2o 2 Z 4 $.G• G�`
In accordance with NCGS 133-4,any person,firm, or corporation violating the provisions of NCGS 133-3
shall be guilty of a Class 3 misdemeanor and upon conviction, license to practice his profession in this State
shall be withdrawn for a period of one year and he shall only be subject to a fine of not more than five hundred
dollars ($500.00).

North Carolina General Statute 133-3
§ 133-3. Specifications to carry competitive items; substitution of materials.
All architects, engineers, designers, or draftsmen, when providing design services, or writing
specifications, directly or indirectly, for materials to be used in any city,county or State work,
shall specify in their plans the required performance and design characteristics of such materials.
However,when it is impossible or impractical to specify the required performance and design
characteristics for such materials,then the architect, engineer, designer or draftsman may use a
brand name specification so long as they cite three or more examples of items of equal design or
equivalent design,which would establish an acceptable range for items of equal or equivalent
design. The specifications shall state clearly that the cited examples are used only to denote the
quality standard of product desired and that they do not restrict bidders to a specific brand, make,
manufacturer or specific name;that they are used only to set forth and convey to bidders the
general style,type, character and quality of product desired; and that equivalent products will be
acceptable. Where it is impossible to specify performance and design characteristics for such
materials and impossible to cite three or more items due to the fact that there are not that many
items of similar or equivalent design in competition,then as many items as are available shall be
cited. On all city, county or State works,the maximum interchangeability and compatibility of
cited items shall be required. The brand of product used on a city, county or State work shall not
limit competitive bidding on future works. Specifications may list one or more preferred brands
as an alternate to the base bid in limited circumstances. Specifications containing a preferred
brand alternate under this section must identify the performance standards that support the
preference. Performance standards for the preference must be approved in advance by the owner
in an open meeting.Any alternate approved by the owner shall be approved only where(i)the
preferred alternate will provide cost savings,maintain or improve the functioning of any process
or system affected by the preferred item or items, or both, and(ii)a justification identifying these
criteria is made available in writing to the public. Substitution of materials, items, or equipment
of equal or equivalent design shall be submitted to the architect or engineer for approval or
disapproval; such approval or disapproval shall be made by the architect or engineer prior to the
opening of bids. The purpose of this statute is to mandate and encourage free and open
competition on public contracts. (1933, c. 66, s. 3; 1951, c. 1104, s. 5; 1993,c. 334, s. 7.1;
2002-107, s. 5;2002-159, s. 64(c).)

Ara
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director IS/F
February 3, 2009
The Honorable Constantine H. Kutteh, Mayor F E
City of Statesville
Post Office Box 1111 i...f'41i. iV.t
Statesville,North Carolina 28687-1111 DWQ_SUrface Water Prc i�L iOn
SUBJECT: City of Statesville
Engineering Report and Environmental Assessment
Project No. CS370395-03
Dear Mayor Kutteh:
The Construction Grants and Loans Section has completed its technical review of the
subject city of Statesville Engineering Report and the responses to the technical review
comments from the earlier Engineering Report. A copy of the comments resulting from this
review is attached for your reference. The comments are also being sent directly to your
consulting engineer, McGill and Associates, by copy of this letter. Responses to these comments
may be submitted electronically(via e-mail) for our review and approval as soon as possible.
Revisions to the text of the Report must be submitted to us via portable document format(PDF).
Providing thorough and complete responses to these review comments in a timely manner is
necessary to avoid delay of the project approval.
If you have any questions or need additional information concerning the project or the
technical review, please contact Bill Bland, P.E. at(919) 715-6209, or contact me at
[phone].
Sincerely,
4h. 11,
/
Jennifer M. Haynie, Supervisor
Facilities Evaluation Unit
WHB/dr
Attachment
Cc: McGi sociates - Michael S. A , P.E.
Daniel Blaisdell, P.E.
William H. Bland, Jr., P.E.
PMB/DMU/FEU/SRF
Construction Grants and Loans Section One
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 NorthCarolina
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 ��tiirii/Ii/
Phone:[phone] FAX:[phone] Internet:www.nccgl.net
An Equal Opportunity\Affirmative Action Employer

City of Statesville
Technical Review Comments
City of Statesville—Revised Engineering Report
Proposed Wastewater Treatment Plant Improvements
Project No. CS370395-03
January 23, 2009
With regard to the responses to the Technical Review Comments, dated October 6, 2008:
I. Section 4: Comment#3 is addressed, but not answered. ("Please show by calculation and
existing invert elevations that a 42-inch can carry the peak flow, or adjust design accordingly.
Also, provide a reasonable schedule for extending the 42-inch and replacing the rest of the
30-inch interceptor. Does the city have a replacement schedule based on flow in the pipe, e.g.
50%, 75%, 90% full?")
II. Section 5: Comment#1, and Appendices: Comments#1-4
The Financial Analysis in Appendix F is confusing. Address the following:
1. Clearly itemize the first year's and subsequent year's principal, interest, operation and
maintenance costs, as well as the number of residential customers, the rate(s) and
charges for the first year's billable flow, which are to repay the debt.
2. CG&L's Guidelines declare that"expected revenue from user charges should be based
on the first year's billable flow." Increasing the rates five (5) times over the 20-year
project life seems inconsistent with the premise of developing a residential customer rate
at the beginning of the project, and letting that rate pay for the project over the project's
20-year life. Respond in detail in the text and update Section I accordingly.
Following are comments on the Revised Engineering Report:
1. Page 1: The average daily flows for 2005 (1.5 MGD), 2006 (1.4 MGD), and 2007 (1.7
MGD) would suggest that the growth in the average daily flow is fairly static and
that these flows are considerably less than the 80% of capacity
(80% of 4.0 MGD = 3.2 MGD) at which time planning for expansion would be
required. Are plans for the kind of expansion discussed here, premature? Explain.
2. Page 1: Specify the beginning year and ending year of the 20-year planning period.
3. Page 6: Once these increases are in effect, the monthly wastewater bill for 5,000 gallons
will be $42.87 for residents living within the City limits, and $107.17 for those
Page 1 of 2

living outside the City limits. Are these rates,particularly for those living outside
the Statesville limits, affordable?What rate would the residents of Troutman pay?
Discuss whether this rate is affordable, or is it more of an economic hardship?
4. Page 11: Add the Dechlorination Facility to Table 2-2 and Figure 2-3.
5. Page 15: A loading rate of 15 lbs of BOD5/day/1000ft3 and a BOD5 of 200 mg/1 was used to
determine the loading to the existing aeration basins. Is the 200 mg/1 an assumed
number?If so, why wasn't the actual influent BOD5 data used?
6. Page 23: The Total Current Flow of 3.90 MGD in Table 2-6 is significantly higher than the
average daily flow of approximately 1.5 MGD in 2005, 1.4 MGD in 2006, and
1.7 MGD in 2007 (Page 1). Explain.
7. Page 30: McGill Associates used a BOD5 of 250 mg/1 to design the new facility, declaring
this figure "is typical of medium strength municipal wastewater." Why wasn't the
actual influent BOD5 data used?
Page 2 of 2

DIVISION OF WATER QUALITY
June 9, 2010
Memo To: Michael Leggett, EI
Facilities Evaluation Unit
Construction Grants and Loan Section
From: Rob Krebs '�-
Prepared By: Michael rker ill:,'
Subject: City of Statesville
Engineering Report
Third Creek WWTP
Project No. CS370395-03
Iredell County
As requested by your memo received in this Office on May 19, 2010,this Office has
reviewed the subject Engineering Report (ER) submitted by the City of Statesville (the City) and
offers the following comments and/or recommendations.
The City currently operates two WWTPs: the Third Creek WWTP and the Fourth Creek
WWTP. This particular ER focuses on the Third Creek WWTP, which serves the southeastern
portion of the City. Information provided in the ER indicates that the City expect influent flows to
the Third Creek WWTP to increase substantially in the next few years as development occurs within
the WWTP's service area. Projected flows anticipate a need for a WWTP that can treat up to 8.0
MGD, which is twice the design capacity of the current facility. The City has received speculative
effluent limitations from the Division in 2005 for a projected 9.0 MGD flow,however,these
speculative limits required a much more advanced level of treatment than the current facility can
provide. Subsequent to the 2005 speculative limits inquiry, the Division added the High Rock Lake
Watershed to the draft 2008 303(d)list as being impaired for Chlorophyll a. The Division is
currently evaluating a TMDL for the basin, however, it is anticipated that it will be 2011 before the
TMDL can be completed. In 2009,the Division issued effluent limitation guidance to the City
reflecting the watershed impairment and the further reductions in treatment that were necessary.
After receiving this new information,the City directed their engineers to re-evaluate the proposed
treatment process and the engineers recommended that the current biological treatment process
being utilized at the WWTP be converted to an oxidation ditch rather than the previously proposed
sequencing batch reactor(SBR) process. An oxidation ditch process can easily be modified to
incorporate nutrient removal and would allow the City to comply with the more stringent limitations
expected once the WWT facility is expanded to the proposed 8.0 MGD capacity. Other alternatives
were considered in the ER, but the discharge to surface waters was the most cost effective and
offered the most flexibility in terms of future expansion and growth in the WWTP's service area.

Page Two
The proposed conversion of the existing WWT facility into an oxidation ditch treatment
process will involve the addition or changes to a number of the current plant's treatment
components. These include:
• Installation of a new 42-inch interceptor sewer that will be able to handle the projected 8.0
MGD flow.
• Construction of two mechanical fine screens and a new vortex grit removal system (the
current facility lacks this capability) and influent flow meters.
• Improvements to the influent pump station to increase pumping capacity to the oxidation
ditches.
• Construction of three oxidation ditches sized to handle the projected 8.0 MGD flow.
• Construction of a post anoxic basin, reaeration basin, tertiary filters, and a aluminum sulfate
chemical feed system to enhance denitrifcation so that compliance with the nutrient limits
contained in Phase II of the facilities NPDES permit can be met.
• Conversion of existing chlorine contact basin to a post aeration tank.
• Conversion of one of the two existing aeration basins into a aerobic digester.
• Conversion of one of the two existing secondary clarifiers into a chlorine contact basin(the
other secondary clarifier will be abandoned).
• New on-site emergency generator.
The proposed upgrades to the subject facility should provide wastewater treatment capacity
for the growth the City expects in the Statesville area during the next 20 years. However, given that
the current flow projections were developed prior to the onset of the current economic recession,
these growth projections may be unrealistic in the short term. Aside from that fact,the use of
oxidation ditch technology will allow the City the necessary flexibility to accept and treat both
domestic and industrial waste streams currently tributary to this facility and maintain compliance
with the effluent limitations expected upon expansion to 8.0 MGD. Such being the case,this Office
concurs with the recommendations contained in the subject ER pending a final technical review by
CG&L.
If you have any questions regarding this matter, please advise.
/mlp

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins r Dee Freeman
Governor Director Secretary •
June 22, 2010
JUN 2 3
The Honorable Constantine H. Kutteh, Mayor
City of Statesville
P.O. Box 111 •
Statesville, North Carolina 28687 •
SUBJECT: Review Comments
City of Statesville
Engineering Report and
Environmental Assessment
Third Creek Wastewater
Treatment Plant
Project No.: CS370395-03
Dear Mayor Kutteh:
The Construction Grants and Loans Section has completed its technical and
environmental review of the engineering report. A copy of the comments resulting from this
review is attached for your reference. These comments are also being sent directly to your
consulting engineer, McGill Associates, by copy of this letter. A revised engineering report that
incorporates responses to these comments should be submitted for our review and approval as
soon as possible.
Please note that CG&L is moving the CWSRF program to a priority based system away
from the readiness-to-proceed model that we have been operating under. Part of this program
change includes adhering to a schedule for submittal of applications through contracting. This
approach will hopefully move projects much quicker from an application for funding through
contracting. Part of this program change is moving existing projects, including the subject
project, to this same type schedule.
As a result, approval of the engineering report must be issued prior to August 2"d, 2010.
If this milestone is not met, you must reapply under the new, competitive priority system if you
wish to seek CWSRF funding for this project. The new priority system accepts applications
twice per year and projects will be funded based on priority and availability of funds. We
encourage you to try to complete these milestones well before the due date to build in
contingency time.
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 NorthCarolina
Phone:[phone] FAX:[phone] Customer Service:1-877-623-6748 ����N����
Internet:www.ncwaterquality.org
An Equal Opportunity Affirmative Action Employer

The Honorable Constantine H. Kutteh, Mayor
June 22, 2010
Page Number 2
If you have any questions concerning the technical review issues, please contact Michael
Leggett at(919)715-6208. You may also contact me at(919) 715-6223.
Sincerely,
nnifer Haynie, Supervisor
Facilities Evaluation Unit
Attachment(all cc's)
cc: Harry Buckner, P.E. —McGill Associates
DWQ Mooresville Regional Office1
Michael Leggett, E.I.
FEU/SRF

Technical Review Comments
City of Statesville
Engineering Report and Environmental Assessment
Third Creek Wastewater Treatment Plant
Project No. CS370395-03
Revised May 2010
June 22,2010
Note: Please provide a response to all comments on a"comment for comment"basis.
Where appropriate, add or revise narrative in the text of the Preliminary Engineering
Report(Report) that addresses the issues discussed in the comments. In addition, the
comments and responses may be included as a part of the Report(e.g. in an Appendix). A
copy of the guidelines for the preparation of engineering reports (ER)can be found at:
http://portal.ncdenr.org/web/wq/cgIster/guidance.
I) Section 4 Alternatives and Present Worth Analysis:
1) Per Page 40, Disk filters (utilizing cloth filter media) are to be added to the facility for
Phase 2 of the project. Provide an expanded discussion as to why disk filters were
selected over other technologies, such as deepbed gravity filters. Provide documentation
or justification that the disk filters proposed will assist in meeting the Phase 2 nutrient
limits.
2) It would appear that addition of the filters within Phase 1 would allow for a higher quality
treatment. Provide an expanded discussion within the revised ER as to the benefits of
adding the tertiary filters in the second phase of the project rather than the first.
II) Section 5 User Charges and Financial Capability
1) Per ER guidelines, provide a list of all funding applied for and/or granted. With the
request of$17,500,000 in SRF funding,clearly indicate where the balance of funding is
expected to originate.
2) Provide an estimated breakdown of what the SRF funding will encompass. The SRF
funding must be applied to the Phase 1 aspects of the project only.
3) Provide a financial analysis based on the current SRF interest rate (2.22 percent) that
serves as the best-case scenario. Also provide within Section 5, in tabular form, the
current typical user rates as well as the first year expected user rates, based on the worst-
case (4 percent interest rate) and best-case scenarios.
Page 1 of 1

DIVISION OF WATER QUALITY
June 9, 2010
Memo To: Michael Leggett, EI
Facilities Evaluation Unit
Construction Grants and Loan Section
From: Rob Krebs
Prepared By: Michael ?arker ? _,�Aa
Subject: City of Statesville
Engineering Report
Third Creek WWTP
Project No. CS370395-03
Iredell County
As requested by your memo received in this Office on May 19, 2010, this Office has
reviewed the subject Engineering Report(ER) submitted by the City of Statesville (the City) and
offers the following comments and/or recommendations.
The City currently operates two WWTPs: the Third Creek WWTP and the Fourth Creek
WWTP. This particular ER focuses on the Third Creek WWTP, which serves the southeastern
portion of the City. Information provided in the ER indicates that the City expect influent flows to
the Third Creek WWTP to increase substantially in the next few years as development occurs within
the WWTP's service area. Projected flows anticipate a need for a WWTP that can treat up to 8.0
MGD, which is twice the design capacity of the current facility. The City has received speculative
effluent limitations from the Division in 2005 for a projected 9.0 MGD flow, however, these
speculative limits required a much more advanced level of treatment than the current facility can
provide. Subsequent to the 2005 speculative limits inquiry, the Division added the High Rock Lake
Watershed to the draft 2008 303(d) list as being impaired for Chlorophyll a. The Division is
currently evaluating a TMDL for the basin, however, it is anticipated that it will be 2011 before the
TMDL can be completed. In 2009, the Division issued effluent limitation guidance to the City
reflecting the watershed impairment and the further reductions in treatment that were necessary.
After receiving this new information, the City directed their engineers to re-evaluate the proposed
treatment process and the engineers recommended that the current biological treatment process
being utilized at the WWTP be converted to an oxidation ditch rather than the previously proposed
sequencing batch reactor(SBR) process. An oxidation ditch process can easily be modified to
incorporate nutrient removal and would allow the City to comply with the more stringent limitations
expected once the WWT facility is expanded to the proposed 8.0 MGD capacity. Other alternatives
were considered in the ER, but the discharge to surface waters was the most cost effective and
offered the most flexibility in terms of future expansion and growth in the WWTP's service area.

Page Two
The proposed conversion of the existing WWT facility into an oxidation ditch treatment
process will involve the addition or changes to a number of the current plant's treatment
components. These include:
• Installation of a new 42-inch interceptor sewer that will be able to handle the projected 8.0
MGD flow.
• Construction of two mechanical fine screens and a new vortex grit removal system (the
current facility lacks this capability) and influent flow meters.
• Improvements to the influent pump station to increase pumping capacity to the oxidation
ditches.
• Construction of three oxidation ditches sized to handle the projected 8.0 MGD flow.
• Construction of a post anoxic basin, reaeration basin, tertiary filters, and a aluminum sulfate
chemical feed system to enhance denitrifcation so that compliance with the nutrient limits
contained in Phase II of the facilities NPDES permit can be met.
• Conversion of existing chlorine contact basin to a post aeration tank.
• Conversion of one of the two existing aeration basins into a aerobic digester.
• Conversion of one of the two existing secondary clarifiers into a chlorine contact basin (the
other secondary clarifier will be abandoned).
• New on-site emergency generator.
The proposed upgrades to the subject facility should provide wastewater treatment capacity
for the growth the City expects in the Statesville area during the next 20 years. However, given that
the current flow projections were developed prior to the onset of the current economic recession,
these growth projections may be unrealistic in the short term. Aside from that fact, the use of
oxidation ditch technology will allow the City the necessary flexibility to accept and treat both
domestic and industrial waste streams currently tributary to this facility and maintain compliance
with the effluent limitations expected upon expansion to 8.0 MGD. Such being the case, this Office
concurs with the recommendations contained in the subject ER pending a final technical review by
CG&L.
If you have any questions regarding this matter, please advise.
/mlp

7:KA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H.Sullins Dee Freeman
Governor Director RECEIVED DIVISION OF WATER QUALITY
r@tart'
March 7, 2011 MAR 1 1 20i1
Mr. Larry Pressley, P.E.
City of Statesville MCTION
OORESVILLE RSWP EGIONAL OFFICE
Post Office Box 1111
Statesville, North Carolina 28677
SUBJECT: Request for Additional information
City of Statesville
Third Creek WWTP
Expansion of Third Creek WWTP
ATC No. 020591 A02
Project No. CS370395-03
Iredell County
Dear Mr. Pressley:
A review of the plans and specifications in support of the request for an Authorization to
Construct has been completed by the Construction Grants and Loans Section (CG&L). The
comments resulting from this review are being transmitted directly to your engineer for
clarification and resolution; a copy is attached for your reference. Our goal is to issue the
Authorization to Construct and approve the plans and specifications as soon as possible. If a
complete response is not received within 30 days, the application and supporting
information will be returned. Returned applications and projects not approved by
• required funding deadlines will result in a loss of funding assurance through the CWSRF
program.
Upon receipt of satisfactory responses from your engineer to our comments, the review of
the plan documents will be completed. If you have any questions concerning this matter, please
do not hesitate to contact Michelle McKay, State Project Review Engineer, at [phone].
Sincerely,
Michelle McKay
Construction Grants and Loans Section
Design Management Unit
MM/dr
Attachment to all
cc: Doug Chapman, P.E. - McGill Associates, P.A.
Seth Robe r son, . uper or
Michelle McKay, E.I.
PMB
SRF File
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 NorthCarolina
Phone:[phone]\FAX:[phone]\Customer Service:1-877-623-6748
Internet:www.ncwaterquality.org Nature,
An Equal Opportunity\Affirmative Action Employer

Construction Grants & Loans Section
Design Management Unit
City of Statesville
Third Creek WWTP
Expansion of Third Creek WWTP
ATC No. 020591A02
Project No. CS370395-03
lredell County
Request for Additional Information
General Comments
1. Projects not approved by May 2, 2011 will lose assurance of funding and must reapply for
CWSRF funds under the new competitive priority system. No exceptions will be made to
funding deadlines.
2. An amendment to the ER must be submitted and approved to reflect the changes made to the
chlorination/dechlorination/post aeration locations and the decision to not use the existing
aeration basin.
3. Provide four(4) final sets of sheet plans and specifications and one electronic, PDF formatted
copy on CD for final approval.
4. Include the SRF Project Number on the cover of both the plans and specifications.
5. Provide an updated cost estimate.
6. Is the Larkin Pump Station part of this project? If so, the ER must be amended to reflect that.
7. Provide an update on the following, which are noted as pending in your application:
a. Subsurface Investigation
b. Sedimentation and Erosion Control Permit
Review of Calculations
1. Explain how the influent pumping occurs. With five(5) pumps running, it appears the influent is
pumping at 9 ft/s. We have concerns as the Division's Minimum Design Criteria recommends
2 to 8 ft/s.
Review of Plans
1. On Sheet C-303 show the piping and valve vault next to the headworks in the plan view.
2. On Sheet S- 302 what is the normal operation of the valve shown in the center of the six(6)
pumps?

Review of Specifications
1. The Davis-Bacon Wage Determination (for local area) must also be included in the
specifications. These can be found at: http://www.gpo.gov/davisbacon/and for North Carolina
at: http://www.gpo.gov/davisbacon/NC.html .
2. Section 11352-Page 25 calls out two(2)brands or equal in part 2.18 and one(1)brand or equal
in part 2.19. If a particular brand is named, you must name at least three and or an equal. See GS-
133-3 attached.
3. Include the size of the generator in the specifications.

Av,'PrziA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
September 22, 2010 RECEIVED
DIVISION OF WATER QUALITY
The Honorable Constantine H. Kutteh, Mayor
City of Statesville SEP 2 2 2010
P.O. Box 1111 SWP SECTION
Statesville, North Carolina 28687 MOORESV?LLE REGIONAL OFFICE
SUBJECT: Engineering Report Approval
City of Statesville
Third Creek WWTP
Project No.: CS370395-03
Dear Mayor Kutteh:
The Construction Grants and Loans Section of the Division of Water Quality has
completed its review of the subject engineering report. The proposed project will address an
expansion from 4.0 million gallons per day (MGD) to 8.0 MGD. The biological process will be
converted to an oxidation ditch process with biological nutrient removal. The proposed
improvements will be implemented in two phases and will include the following changes and
additions: 1) a new 42-inch and 48-inch interceptor on the plant site (Phase 1), 2) a new fine
screening facility and influent lift station with the abandonment of the existing screw pump
station (Phase 1), 3) new vortex grit removal facility(Phase 1), 4) anaerobic basins (Phase 1), 5)
pre-anoxic basins, (Phase 1) 6) three oxidation ditch basins (Phase 1), 7)post-anoxic basins
(Phase 2), 8) reaeration basins (Phase 2), 9) three clarifiers (Phase 1), 10) tertiary filters (Phase
2), 11) convert existing clarifier to chlorine contact basin (Phase 1), 12) convert existing chlorine
contact basin to post aeration tank(Phase 1), 13) convert existing aeration basin to aerobic
digester(Phase 1), 14) electrical upgrades and new emergency generator(Phase 1), and 15)
additional piping, valves, flow diversion structures, yard hydrants, grading, landscaping, paving,
walkways, and additional appurtenances to provide a fully operational facility(Phases 1 and 2).
Funding for the project is restricted to the Phase 1 portions only.
The subject engineering report is hereby approved.
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 NorthCarolina
Phone::www.ncwaterguality.org
1 FAX:[phone] Customer Service:1 877 623 6748 Naturally
Internet:www.ncwaterguality.org
An Equal Opportunity\Affirmative Action Employer

The Honorable Constantine H. Kutteh, Mayor
September 22, 2010
Page Number 2
Please note that the milestones below must be met to maintain assurance of funding under
the Clean Water State Revolving Fund (CWSRF). In the event that any of these milestones are
not met, you must reapply under the new, competitive priority system if you wish to seek
CWSRF funding for this project. We will be accepting applications twice per year, and projects
will be funded based on priority and availability of funds.
Plans and Specifications (P&S) must be submitted by: January 31, 2011
Permitting and P&S Approval must be completed by: May 2, 2011
CG&L's Authority to Award must be issued by: August 1, 2011
Construction contract(s) must be executed by: September 1, 2011
If you have any questions concerning this matter, please contact Michael Leggett, E.I. of
our staff at [phone].
Sincerely,
4.54,41e_P 8,e0L.,(2a_a_e_
Daniel M. Blaisdell, P.E.,Chief
Construction Grants & Loans Section
mwl
cc: Harry Buckner, P.E.—McGill Associates
Kim Colson, P.E., Assistant Chief
Seth Robertson, P.E., DMU Supervisor
Jennifer Haynie, FEU Supervisor
Mark Hubbard, P.E.
PMB/DMU/FEU/SRF

AerA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins `flgeFreeman
Governor Director ' --Secretary
June 11, 2010
The Honorable Constantine Kutteh, Mayor J U N 1 6 2010
City of Statesville
Post Office Box 1111
Statesville, North Carolina 28687 .
SUBJECT: SRF Program Changes
City of Statesville
Engineering Report and
Environmental Assessment
Third Creek WWTP
Project No. CS370395-03
Dear Mayor Kutteh:
The Construction Grants and Loans Section (CG&L)of the Division of Water Quality
has recently completed changes to our Intended Use Plan (IUP) that details how the Clean Water
State Revolving Fund (CWSRF) program operates.' These changes were noticed in a draft IUP
March 15, 2010 and a public hearing was held on these changes March 31, 2010. The following
link can be used to access pertinent information: http://portal.ncdenr.org/web/wq/cgls.
The CWSRF program will be fully implementing its priority-based system and moving
away from the readiness-to-proceed model under which we are currently operating. Part of this
program change includes adhering to a set project schedule from submittal of applications
through contracting for construction.
These program changes also impact projects currently under review that have not entered
into a contract for construction. All projects, including the subject project, must meet this same
type schedule to ensure allocated funds will be used in a reasonable timeframe. The following
schedule must be met to maintain assurance of CWSRF funding:
Engineering Report must be approved by: August 2, 2010
Plans and Specification (P&S) must be submitted by: January 31, 2011
Permitting and P&S approval must be completed by: May 2, 2011
CG&L's Authority to Award must be issued by: August 1, 2011
Construction contract(s) must be executed by: September 1, 2011
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 NorthCarolina
Phone:[phone] FAX:[phone] Customer Service:1-877-623-6748
Internet:www.ncwaterquality.org Naturally
An Equal opportunity\Affirmative Action Employer

The Honorable Constantine Kutteh, Mayor
June 14, 2010
Page Number Two
Our records indicate that your project has not yet received approval of the engineering
report. Since your project requires a Finding of No Significant Impact(FONSI), the
FONSI must be submitted to the clearinghouse by July 23,2010 so that the engineering
report is otherwise approvable by Aug. 2,2010. In the event that any of these milestones are
not met, you must reapply under the new, competitive priority system if you wish to seek
CWSRF funding for this project. We will be accepting applications twice per year, and projects
will be funded based on priority and availability of funds.
If you have any questions concerning this matter, please contact Michael Leggett at(919)
715-6208 or Kim H. Colson at(919) 715-6212 of our staff.
Sincerel ,
i.Daniel M. Blaisdell, P.E., Chief
Construction Grants & Loans Section
KHC
cc: McGill Associates, P.A. - Harry Buckner, P.E.
�_' le
Kim H. Colson, 5 .E., Assistant hief
Seth Roberson, P.E., DMU Supervisor
Jennifer Haynie, FEU Supervisor
Mark Hubbard, P.E.
Michael Leggett, Review Engineer
SRF

Aerr:A
wovy
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
May 18, 2010
•
MEMORANDUM
MAY 192010
TO: 1111111111.111111111111111111.1111111111111111
Andrew Pitner, Aquifer Protection Supervisor 0 •
DWQ Mooresville Regional Office
FROM: Michael Leggett, EI
Review Engineer
Facilities Evaluation Unit
Construction Grants and Loans Section
SUBJECT: Engineering Report and Environmental Assessment
City of Statesville
Third Creek Wastewater Treatment Plant
One copy of the subject engineering report is attached for the Mooresville Regional Office's
technical review and comment. The Regional Office's technical input concerning this project,
based on the Region's knowledge of the collection system/wastewater facilities for the City of
Statesville and surrounding areas, will be greatly appreciated. Please keep this copy of the report
for your files and return your comments to this office by June 18th, if possible.
Thank you for your continued cooperation and responsiveness. If you have any questions, please
contact me at [phone] at your earliest convenience.
,mw1: dr
Attachment
cc: Jennifer Haynie, FEU Supervisor
FEU/SRF
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 NorthCarolina
Phone:[phone]\FAX:[phone]\Customer Service:1-877-623-6748
Internet:www.ncwaterquality.org Naturally
An Equal opportunity\Affirmative Action Employer

ArA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
July 22, 2010
The Honorable Constantine H. Kutteh, Mayor J U L 2 6 2010
City of Statesville
PO Box 1111
Statesville, NC 28687
SUBJECT: City of Statesville
Third Creek WWTP
SRF Project No. CS370395-03
Dear Mayor Kutteh:
This is to inform you that the Finding of No Significant Impact (FONSI) and the
Environmental Assessment have been submitted to the State Clearinghouse. The documents will
be advertised for thirty (30) calendar days in the N.C. Environmental Bulletin. Advertising the
FONSI is required prior to a local unit of government receiving financial support from the State
Revolving Loan program. You will be informed of any significant comment or public objection
when the advertisement period is completed.
A copy of the documents is transmitted for your record. The documents should be made
available to the public.
If there are any questions, please contact me at(919) 715-6211.
Sincerely,
. �35 �� P�
Daniel M. Blaisdell, P.E., Chief
Construction Grants and Loans Section
SCK:dr
Attachment (all cc's)
Construction Grants and Loans Section One
1633 Mail Service Center Raleigh NC 27699-1633 NorthCarolina
Phone:[phone]/FAX:[phone]/Internet:www.nccgl.net Natural/if An Eoual 0000rtunity/Affirmative Action Emolover—50%Recvcled/10%Post Consumer Paoer

Mayor Kutteh
July 19, 2010 •
Page 2
Cc: Harry Buckner, P.E. —McGill Associates
Michael Leggett, E.I.
Seth Robertson, P.E.
Mark Hubbard, P.E.
Jennifer Haynie
Susan Kubacki
1111.1.11
PMB/DMU/FEU/SRF
a ,

FINDING OF NO SIGNIFICANT IMPACT
AND ENVIRONMENTAL ASSESSMENT
CITY OF STATESVILLE
THIRD CREEK WASTEWATER TREATMENT PLANT
RESPONSIBLE AGENCY: NORTH CAROLINA DEPARTMENT OF ENVIRONMENT
AND NATURAL RESOURCES
CONTACT: DANIEL M. BLAISDELL, P.E., CHIEF
CONSTRUCTION GRANTS AND LOANS SECTION
DIVISION OF WATER QUALITY
1633 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1633
[phone]
July 22, 2010

(This page intentionally left blank.)

FINDING OF NO SIGNIFICANT IMPACT
Article I, Chapter 113A of the North Carolina General Statutes requires an action to be subject to
the requirements of the North Carolina Environmental Policy Act (NCEPA) if it involves the
expenditure of public funds and if a potential impact is anticipated to the environment. The
project has been evaluated for compliance with the NCEPA and is determined to be a major
agency action, which will affect the environment.
Project Applicant: City of Statesville
Project Description: The Third Creek Wastewater Treatment Plant will be expanded
from 4.0 million gallons per day to 8.0 million gallons per day. The
proposed expansion will include construction of additional facilities
including multiple basins, clarifiers, and filters. All construction
will take place within the existing plant site. The project will be
constructed in two phases. This FONSI/EA is applicable to both
phases; however, SRF funding is only for Phase 1.
Project Number: CS370395-03
Project Cost: $30,960,500(Phase 1 Only)
State Revolving Loan $17,500,000
Fund:
Local Funds: $13,460,500
The review process indicated that significant adverse environmental impacts should not occur if
mitigative measures are implemented, and an environmental impact statement will not be
required. The decision was based on information in the Engineering Report and reviews by
governmental agencies. The attached Environmental Assessment supports this action and
outlines mitigative measures that must be followed. This Finding of No Significant Impact
(FONSI) completes the environmental review record, which is available for inspection at the
State Clearinghouse.
No administrative action will be taken on the proposed project for at least 30 days after
notification that the FONSI has been published in the North Carolina Environmental Bulletin.
Sincerely,
n",9 . a
Coleen H. Sullins, Director
Division of Water Quality

ENVIRONMENTAL ASSESSMENT
A. Proposed Facilities and Actions
The City of Statesville owns and operates the Third Creek Wastewater Treatment Plant(WWTP)
and the Fourth Creek WWTP. The proposed project will expand the existing capacity of the
Third Creek WWTP from 4.0 million gallons per day(MGD)to 8.0 MGD. All construction will
take place at the existing WWTP site. The biological process will be converted to an oxidation
ditch process with expansion to a biological nutrient removal process. The proposed
improvements will be implemented in two phases and will include the following changes and
additions: 1) a new 42-inch and 48-inch interceptor on the plant site(Phase 1), 2) a new fine
screening facility and influent lift station with the abandonment of the existing screw pump
station (Phase 1), 3) new vortex grit removal facility(Phase 1),4)anaerobic basins (Phase 1), 5)
pre-anoxic basins, (Phase 1) 6) three oxidation ditch basins (Phase 1), 7)post-anoxic basins
(Phase 2), 8)reaeration basins (Phase 2), 9) three clarifiers (Phase 1), 10)tertiary filters (Phase
2), 11)convert existing clarifier to chlorine contact basin (Phase 1), 12)convert existing chlorine
contact basin to post aeration tank(Phase 1), 13)convert existing aeration basin to aerobic
digester(Phase 1), 14) electrical upgrades and new emergency generator(Phase 1), and 15)
additional piping, valves, flow diversion structures, yard hydrants, grading, landscaping, paving,
walkways, and additional appurtenances to provide a fully operational facility(Phases 1 and 2).
The attached figure shows the project location.
Funding Status: The estimated total cost for Phase 1 is$30,960,500. City of Statesville is
applying for a State Revolving Fund loan of$17,500,000. The remaining$13,460,500 will be
funded by the City through a combination of a private loan and capital funds.
B. Existing Environment
Topography and Soils. The project area is located in the southeastern portion of the City of
Statesville in Iredell County. The WWTP site is approximately 16 acres of a larger(275 acre)
tract of land owned by the city. Topography on the WWTP site is generally flat with elevations
ranging from approximately 754 feet to 765 feet. The elevation on the surrounding tract of land
ranges from 750 feet to approximately 870 feet. The area drains south toward Third Creek. The
100-year flood elevation is approximately 757 feet. The existing chlorine contact basin's top
wall is lower than the flood plain elevation. All other existing structures are either located
outside of the floodplain or have walls that are higher than the flood elevation. Soils at the plant
site are primarily Lloyd series and Altavista series. The Lloyd series soils are well-drained soils
on ridges and slopes that consist of approximately three to ten inches of loam, fine sandy loam,
or clay loam over 18 to 60 inches of clay underlain by weathered basic or mixed acidic and basic
rocks. The Altavista series are moderately well-drained soils of stream terraces that consist of
approximately six to 18 inches of fine sandy loam over approximately 20 to 50 inches of clay
underlain by eight to 30 feet of unconsolidated, stratified alluvium.
Surface Water. The project area is located in the Yadkin-Pee Dee River Basin. The WWTP
discharges to Third Creek, which is a Class "C" water body. Class "C" waters are suitable for
1

aquatic life propagation and maintenance of biological integrity(including fishing and fish),
wildlife, secondary recreation, and agriculture. The larger tract of land on which the WWTP
site is located includes an unnamed tributary to Third Creek and a pond.
Water Supply. The City of Statesville owns and operates a 15 MGD water treatment plant
which is supplied primarily by Lookout Shoals Lake in the Catawba River Basin with the South
Yadkin River as an additional source of raw water as needed.
C. Existing Wastewater Facilities
The Third Creek WWTP was constructed in 1969 and serves residents, businesses, and industries
within the southwestern portion of the City of Statesville and the nearby Town of Troutman.
The plant has a capacity of 4.0 MGD, and city records indicate that that the plant treated an
average daily flow of 1.7 MGD in 2007. The WWTP currently utilizes a biological treatment
process that includes fine screening, influent pumping with screw pumps, aeration basins with
mixers and surface aerators, secondary clarification for removal of solids, chlorination for
disinfection, and dechlorination. Residuals are stabilized with an aerobic digester, polymer
addition, and two filter belt presses. Dewatered residuals are hauled to the city's Fourth Creek
WWTP for storage prior to land application. The WWTP discharges to Third Creek and operates
under NPDES Permit Number NC0020591. Table 1 shows the current permit limits. Table 2
shows speculative limits for the plant expansion. The speculative limits for conventional
parameters were issued in 2005 based on expansion to 9.0 MGD. For planning purposes, it is
assumed that conventional limits for 8.0 MGD will be similar. The speculative limits for total
nitrogen and total phosphorus are taken from guidance issued by the Division of Water Quality
in 2009 based on expansion to 8.0 MGD.
Table 1: Current NPDES Permit Limits
Monthly Average Weekly
Parameter Average Other
Flow 4.0 MGD
BOD, 5 day, 20°C 30.0 mg/L 45.0 mg/L
TSS 30.0 mg/L 45.0 mg/L
NH3 as N(April—October) 13.0 mg/L 35 mg/L
Fecal Coliform 200/100 mL 400/100 mL
Total Residual Chlorine 28 µg/L daily max
Cadmium 5.2 µg/L l5µg/L daily max
2

Table 2: Speculative Permit Limits for Expanded Plant
Monthly Average Weekly
Parameter Average Other
Flow 9.0 MGD*
BOD(April -October) 12.0 mg/L 18.0 mg/L
BOD(November-March) 24.0 mg/L 36.0 mg/L
TSS 30.0 mg/L 45.0 mg/L
NH3 as N(April -October) 1.7 mg/L 5.1 mg/L
NH3 as N(November—March) 4.1 mg/L 12.3 mg/L
Fecal Coliform 200/100 mL 400/100 mL
Dissolved Oxygen Minimum 5.0 mg/L
Total Residual Chlorine 28 p.g/L daily max
Total Nitrogen** 10 mg/L Phase 1,
3.1 mg/L Phase 2
Total Phosphorus** 2 mg/L Phase 1,
0.65 mg/L Phase 2
*The speculative limits for total nitrogen and total phosphorus are based on 8.0 MGD.
**Phase 1 limits are expected to have a 5 year compliance schedule,and Phase 2 limits will have an
additional 3 years.
D. Need for Proposed Facilities and Actions
The City of Statesville's Third Creek WWTP was built in 1969 and has a permitted capacity of
4.0 MGD. The plant treats wastewater from residential, commercial, and industrial users. The
City is planning to expand the Third Creek WWTP to allow for treatment of wastewater flows
anticipated within the 20-year planning period. Flows are expected to increase within the Third
Creek collection basin as a result of planned development projects. The Division of Water
Quality(DWQ) is evaluating the High Rock Lake Watershed, which is on the 2008 303(d) list
and is impaired for Chlorophyll a. DWQ is also developing Total Maximum Daily Load Limits
(TMDL) to address that impairment. DWQ issued guidance for speculative limits for nutrients
with two phases for implementation. Phase 1 interim limits will have a five-year compliance
schedule, and an additional three years will be allowed to achieve Phase 2 limits. The major
change in effluent limits will be a significant reduction in biological oxygen demand (BOD),
ammonia, and the addition of nutrient limits. The biological nutrient removal process will allow
the plant to meet these more stringent limits. The existing plant also has some aging equipment
that causes maintenance problems and needs to be replaced. The influent lift station screw auger
and splash plate are deteriorated and rusted, and several aerators have been in use for more than
35 years and have exceeded their useful life.
E. Alternatives Analysis
No-Action Alternative: The no-action alternative would mean the Third Creek WWTP would
continue to operate without any improvements to existing facilities or expansion of capacity.
The facility would be unable to adequately treat the 20-year projected wastewater flows and, as
a result, could limit normal growth in the city. The City is working on plans for future
developments which would be significantly altered without additional capacity. Such
3

restriction on growth could cause significant adverse economic impacts to the City of
Statesville. In addition to growth restriction, no-action could lead to operational problems as
the WWTP continues to age. Some of the aerators, for example, have been in use for more than
35 years and have exceeded their useful life. These aerators were recommended to be replaced
in 2003 and are a critical component to the overall treatment process. Due to economic impacts
related to growth restrictions and concerns about aging equipment at the existing WWTP, the
no-action alternative is not feasible.
Optimum Operation of Existing Facilities: The City's analysis of alternatives discusses
optimum operation of existing facilities as continuing to operate the WWTP with no change in
treatment process or basin size while increasing the capacity of the plant from 4.0 MGD to 8.0
MGD as needed to meet future flows. The existing facilities can be optimized by replacing
some aging equipment, which would increase efficiency and oxygen transfer capabilities.
However, these optimization efforts would be insufficient to effectively treat 8.0 MGD because
the detention time and organic loading rate would exceed regulatory guidelines. Only a small
portion of the equipment currently installed at the WWTP is adequately sized to treat the
increased flow capacity; therefore, optimum operation of existing facilities is not a feasible
alternative for treating the expected future flow.
Land Application: This alternative would consist of disposing all treated effluent from the
Third Creek WWTP by land application using a conventional spray irrigation disposal system.
This alternative would also include some improvements to the plant similar to the first phase of
the proposed project(but excluding the anaerobic basins) to expand the treatment capacity of
the plant. Effluent from the facility would be discharged to an irrigation pond from which it
would be pumped to the land application system. A minimum of 1,962 acres would be
required for an adequate spray irrigation field. This alternative is not preferred due to its high
cost ($78,628,000) and lack of available land in the vicinity of the plant suitable for land
application.
Regional System: This alternative would combine the City's Third Creek WWTP and Fourth
Creek WWTP into one regional facility with total capacity of 14.0 MGD. The biological
treatment process at the Fourth Creek WWTP would be abandoned, and a new 6.0 MGD lift
station would be constructed at the head of the Fourth Creek WWTP to pump the raw
wastewater to the Third Creek WWTP. The existing discharge to Fourth Creek WWTP would
be eliminated. Improvements to the Third Creek WWTP would be similar to the proposed
project but components would be designed for 14.0 MGD rather than 8.0 MGD. This
alternative would also include conversion of the second existing aeration basin to an aerobic
digester to store additional sludge. Dewatered sludge would continue to be hauled from the
Third Creek WWTP to the Fourth Creek WWTP site because that is where the City's sludge
storage facilities are located. The regional system alternative would not include construction of
new sludge storage facilities. This alternative is not preferred because of the high cost
($66,222,900) and the City's preference for the flexibility of two separates plants.
Expansion of Existing Facility with Reuse of Reclaimed Water: This alternative would involve
expanding the existing Third Creek WWTP from a capacity of 4.0 MGD to 8.0 MOD with a
conjunctive reclaimed water system with a capacity of 4.0 MGD. The reclaimed water would
4

be used for irrigation on property to be purchased by the City. The reclaimed water would be
stored in one of the existing aeration basins and then pumped to the land application site for
application with a conventional spray irrigation disposal system. The upgrades to the plant
would be similar to the proposed project except that 4.0 MGD capacity of tertiary filters would
be moved to Phase 1 of the project to allow the WWTP to meet the standards for reclaimed
water. A minimum of 932 acres of land would be required. This alternative is not preferred
because of the high cost($57,423,300) and lack of available land for reclaimed water
application.
Preferred Alternative—Surface Water Discharge to Third Creek: This alternative consists of
increasing the capacity of the existing Third Creek WWTP and discharge to Third Creek from
4.0 MGD to 8.0 MGD. The project construction will be completed in two phases, both of
which will be on the existing WWTP site. Phase 1 improvements will include influent gravity
sewer, mechanical screening, influent pump station, grit removal, pre-anaerobic basin, pre-
anoxic basins, oxidation ditches, clarifiers, a chlorine contact basin(converted from an existing
clarifier), and effluent sewers. Phase 2 will include post-anoxic basins, a reaeration basin,
filters, and an aluminum sulfate chemical feed. This alternative is preferred because the cost is
feasible ($30,960,500 for Phase 1, and $42,608,500 for Phases 1 and 2 combined), and it meets
the City's anticipated future capacity needs.
F. Environmental Consequences and Mitigative Measures
Topography and Soils: Impacts to topography and soil will be minimal. Some grading will be
necessary with minor adjustments in slope, but the grading work is not expected to significantly
change the existing site topography. Proper drainage and erosion control facilities will be
constructed as needed. Approximately 12 acres will be disturbed. The proposed lift station and
screening facility will be partially constructed within the 100-year floodplain but will be
designed to be protected from floodwaters. Construction will include raising the walls of the
existing chlorine tank, which will be converted to a post-aeration tank, to a minimum elevation
of two feet above the 100-year flood level, and all work to convert the existing clarifier to a
chlorine contact basin will occur within the tank, whose walls are two feet above the 100-year
floodplain. No construction activities will take place within the floodway. Soil disturbance will
be confined to the existing WWTP site. Some grading and excavation are expected but will not
involve removal of large quantities of soil. Construction will be in accordance with a NCDENR-
approved and county approved Erosion and Sedimentation Control Plan and other provisions of
the Sedimentation Pollution Control Act of 1973.
Land Use: The WWTP expansion will take place entirely within the existing plant property
boundaries; thus no land use changes will occur.
Wetlands: No direct impacts to wetlands are anticipated. All construction activities will take
place at the existing WWTP site, and a 50-foot buffer will be maintained between all structures
and wetlands that might be found on the site. No wetlands will be filled.
Important Farmlands: There are no farmlands on the project site and important farmlands will
not be directly impacted.
5

Public Lands and Scenic, Recreational, and State Natural Areas: No public lands or scenic,
recreational, or state natural areas will be impacted by the project. The WWTP expansion is
entirely on City-owned land.
Cultural Resources: In a memorandum dated May 7, 2007 (No. ER 07-0856), the North Carolina
State Historic Preservation Office (SHPO) stated that no historic resources would be impacted by
the proposed project.
Air Quality: Air quality impacts are expected to be minor. There will be a temporary increase in
emissions associated with construction equipment, but these emissions are expected to be minor.
Upon completion of the project,emission sources are anticipated to be similar to what already
exists. These sources of emissions are minor and include vehicular traffic and the on-site
emergency generator. Some open burning of vegetation may be required, and if so, will be
carried out in accordance with local, state, and federal air pollution control requirements. The
existing WWTP has not experienced odor problems. The project does not include sludge
dewatering facilities, which tend to produce offensive odors; therefore, no odor impacts are
anticipated.
Noise Levels: A temporary increase in noise levels will occur during construction due to
vehicles and equipment. Construction will be limited to daylight hours on weekdays only except
in the case of an emergency or when work must be done during low flow periods atanight.
Impacts to surrounding properties are expected to be insignificant. Upon completion of the
project, operational noise levels are expected to be similar to noise levels currently generated by
the existing plant. Blowers will be provided with inlet and outlet silencers to minimize noise.
Water Resources: The proposed project will expand the WWTP capacity from 4.0 MGD to 8.0
MGD, thus the quantity of effluent discharged to Third Creek will increase. The quality of
effluent discharged will be improved due to the biological nutrient removal process that will be
implemented with the plant expansion and tighter discharge limits that are expected to be
established. Impacts due to construction are expected to be minimal. The plant site is 600 feet
away from Third Creek, and the contractor will install and maintain sedimentation and erosion
control devices. Construction will be in accordance with a NCDENR-approved and county
approved Erosion and Sedimentation Control Plan and other provisions of the Sedimentation
Pollution Control Act of 1973.
Forest Resources: The North Carolina Division of Forest Resources Woodland Management •
Plan recommended that certain areas surrounding the WWTP begin to be harvested within the
next five years. Harvesting in the area where construction is planned began in early 2010 and
will not be replanted in anticipation of the project. Minimal clearing and grubbing will be
required for construction. Less than one acre of additional clearing will be required. Trees to be
removed are mostly pines. The majority of planned construction will occur on existing open
spaces. An abundant amount of forest resources remains both on-site and around the WWTP
site.
6

Shellfish or Fish and Their Habitats: The treatment processes that will be implemented with the
WWTP expansion will substantially improve the quality of effluent discharged to Third Creek.
Although the amount of treated effluent will increase, the pollutant mass will decrease in the
summer months due to more restrictive limits. Shellfish and fish and their habitats will be
protected from sedimentation impacts through the use of sedimentation and erosion control
devices and compliance with a NCDENR-approved and county approved Erosion and
Sedimentation Control Plan and other provisions of the Sedimentation Pollution Control Act of
1973. The dechlorination process and compliance with the speculative effluent limit on total
residual chlorine will protect aquatic species from adverse impacts related to chlorination.
Wildlife and Natural Vegetation: Direct impacts to wildlife and natural vegetation are not
expected to be significant. The City's tract of land that includes the WWTP site has
approximately 220 acres of natural vegetation. Less than one acre of natural vegetation expected
to be cleared. As as noted under"Topography and Soils,"a total of 12 acres will be disturbed
due to project construction, but most of that acreage is previously disturbed. A minimal amount
of wildlife displacement may occur, but the surrounding area provides abundant, similar habitat
for relocation.
Introduction of Toxic Substances: No significant introduction of toxic substances is expected.
Dechlorination and compliance with speculative effluent limits on total residual chlorine will
minimize introduction of chlorine into the environment. During construction, the contractor will
be required to comply with all local, state, and federal policies and regulations for equipment
operation, maintenance, and refueling. Any spills will be cleaned promptly to minimize impacts.
U.S. Fish and Wildlife Service reviewed the proposed project and concluded that the
requirements of Section 7(a)(2) of the Endangered Species Act have been fulfilled. The North
Carolina Wildlife Resources Commission, Natural Heritage Program, and Division of Water
Quality (DWQ) NPDES West, and DWQ Mooresville Regional Office concur with the proposed
project. The North Carolina Department of Cultural Resources is not aware of any properties of
architectural, historical, or archaeological significance that would be affected by the project.
G. Public Participation, Sources Consulted
A public hearing was held on December 7, 2008 on the proposed project. The current user
charge for a typical resident inside the City of Statesville is $28.00 per month for 5,000 gallons.
For a user outside of the City limits, the typical rate is $70.00 per month for 5,000 gallons. A
financial analysis of the proposed project and several other projects necessary to maintain water
and sewer infrastructure indicates that five future rate increases are necessary. The first two
increases will be approximately 11% each in 2010 and 2011. The additional increases will be
5% each and will be implemented in 2016, 2017, and 2018. After the final increase, the charge
for a typical resident within City limits will increase by$11.94 per month for a total of$39.94
for 5,000 gallons, and the charge for a typical user outside of City limits will increase by$29.85
for a total of$99.85 for 5,000 gallons.
Sources consulted about this project for information or concurrence included
1) City of Statesville
7

2) North Carolina Department of Environment and Natural Resources
-Wildlife Resources Commission
-DWQ Mooresville Regional Office
-DWQ NPDES West Unit
-Division of Air Quality
-Division of Environmental Health
-Division of Water Resources
-Division of Forest Resources
-Office of Legislative and Intergovernmental Affairs
3) North Carolina Department of Cultural Resources
4) North Carolina State Clearinghouse
5) U.S. Fish and Wildlife Service
6) U.S. Army Corps of Engineers
8

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AP7A
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
May 18, 2010
The Honorable Constantine H. Kutteh, Mayor
City of Statesville MAY 1 9 2010
P.O. Box 1111
Statesville, North Carolina 28687 •
•
SUBJECT:- Acknowledgement
City of Statesville •
Engineering Report and
Environmental Assessment
Third Creek Wastewater Treatment Plant
Project No. CS370395-03
Dear Mayor Kutteh:
I am writing to acknowledge receipt of the Engineering Report for the Third Creek
Wastewater Treatment Plant on May 14, 2010. The Facilities Evaluation Unit has initiated the
project review, and we will notify you and your engineer upon completion of our review.
If you have any questions concerning this matter, please contact me at (919)-715-6208.
Sincerely,
/46.4.1 48441--
Michael Leggett, E.I.
Facilities Evaluation Unit
14b`mwl:dr
cc: Harr Buc - ' - McGill Associates/
FEU/SRF
1633 Mail Service Center,Raleigh,North Carolina 27699-1633 One
Location:2728 Capital Blvd.Raleigh,North Carolina 27604 NorthCarolina
Phone:[phone]\FAX:[phone] Customer Service:1-877-623-6748 ���������
Internet:www.ncwaterquality.org
An Equal Opportunity 1 Affirmative Action Employer

ASSOCIATES
January 30, 2009 t: , `(jay
Mr. Tom Belnick, Supervisor
Division of Water Quality , WATER QUALITY
NPDES Unit -- DENR.
1617 Mail Service Center POINT SOURCE BRANCH
Raleigh,North Carolina 27699- 1617
RE: NPDES Permit No.NC0020591
Third Creek Wastewater Treatment Plant
(WWTP) Expansion
Renewal and Modification Request
City of Statesville,North Carolina
Dear Mr. Belnick:
On behalf of the City of Statesville, enclosed for your records are the following documents
related to the Third Creek WWTP Renewal and Modification Request dated December 30,2008:
• Three (3) copies of revised Parts B and D of NPDES Form 2A Application
• Three (3) copies of sample results for fats,oils, and grease and total phenols in July 2007
• Three (3)copies of sample results for mercury in December 2008
• Three (3)copies of whole effluent toxicity results from December 2008
Please note that Parts B and D of the NPDES Form 2A Application have been updated to
include the sample results included in this submittal.
If you should have any questions or require additional documentation, please do not hesitate
to contact either me at(828) 328-2024 or Randy Hintz at(828)252-0575.
Sincerely,
McGILL ASSOCIATES, P.A.
1
WESLE- D. *GHTMAN .1a
Project Engineer
Enclosures -
cc: Mr. Robert Hites, City of Statesville
Mr. Joe Hudson, City of Statesville (1/encl)
Mr. Todd Norman, City of Statesville (1/encl) DWQ-Surface Water Pro ec on
Mr. Andy Lovingood,P.E., McGill Associates, P.A.
Mr. Randy Hintz, P.E.,McGill Associates, P.A.
P:\08.01008 CITY OF STATESVILLE-Third Creek WWTP Expansion\02_Design Phase\Correspondence\TB npdes permit mod 20090130.doc
Engineering • Planning • Finance
McGill Associates, P.A. • P.O.Box 1136, Hickory,NC 28603 • 1240 19th St.Lane NW,Hickory,NC 28601
828-328-2024 • Fa,:828-328-3870

ASSOCIATES•
�+
January 30, 2009
Mr. Tom Belnick, Supervisor
Division of Water Quality , WATER QUALITY
NPDES Unit DENR
1617 Mail Service Center POINT SOURCE BRANCH
Raleigh,North Carolina 27699- 1617
RE: NPDES Permit No.NC0020591
Third Creek Wastewater Treatment Plant
(WWTP) Expansion
Renewal and Modification Request
City of Statesville,North Carolina
Dear Mr. Belnick:
On behalf of the City of Statesville, enclosed for your records are the following documents
related to the Third Creek WWTP Renewal and Modification Request dated December 30, 2008:
• Three (3) copies of revised Parts B and D of NPDES Form 2A Application
• Three (3)copies of sample results for fats, oils, and grease and total phenols in July 2007
• Three (3) copies of sample results for mercury in December 2008
• Three (3) copies of whole effluent toxicity results from December 2008
Please note that Parts B and D of the NPDES Form 2A Application have been updated to
include the sample results included in this submittal.
If you should have any questions or require additional documentation, please do not hesitate
to contact either me at(828) 328-2024 or Randy Hintz at(828) 252-0575.
Sincerely,
McGILL ASSOCIATES, P.A.
WESLE D. 4GHTMAN, P.E.
Project Engineer
Enclosures
cc: Mr. Robert Hites, City of Statesville
Mr. Joe Hudson, City of Statesville (1/encl)
Mr. Todd Norman, City of Statesville (1/encl)
Mr. Andy Lovingood,P.E., McGill Associates, P.A.
Mr. Randy Hintz, P.E.,McGill Associates, P.A. •
P:\08.01008 CITY OF STATESVILLE-Third Creek WWTP Expansion\02_Design Phase\Correspondence\TB npdes permit mod 20090130.doc
Engineering • Planning • Finance
McGill Associates, P.A. • P.O.Box 1136, Hickory,NC 28603 • 1240 19th St. Lane NW, Hickory, NC 28601
828-328-2024 • Fax:[phone]

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Third Creek WWTP. NC0020591 Renewal Yadkin-Pee Dee
BASIC APPLICATION INFORMATION
PART B. ADDITIONAL APPLICATION INFORMATION FOR APPLICANTS WITH A DESIGN FLOW GREATER THAN OR
EQUAL TO 0.1 MGD(100,000 gallons per day
All applicants with a design flow rate>0.1 mgd must answer questions B.1 through B.6. All others go to Part C(Certification).
B.1. Inflow and Infiltration. Estimate the average number of gallons per day that flow into the treatment works from inflow and/or infiltration.
1,135 gpd/in-mi (infiltration); 232 gpd/capita (inflow)—per DWQ's Guidance for the Preparation of Engineering Reports
Briefly explain any steps underway or planned to minimize inflow and infiltration.
Routine maintenance and cleaning of lines.
B.2. Topographic Map. Attach to this application a topographic map of the area extending at least one mile beyond facility property boundaries. This
map must show the outline of the facility and the following information. (You may submit more than one map if one map does not show the entire
area.)
a. The area surrounding the treatment plant,including all unit processes. '
b. The major pipes or other structures through which wastewater enters the treatm ntWorks anethe pipe or otherrh, ug hich
treated wastewater is discharged from the treatment plant. Include outfalls from yE'fes9o►ihing,4LapOlicable. a
c. Each well where wastewater from the treatment plant is injected underground.
d. Wells,springs,other surface water bodies,and drinking water wells that are: 1)within Y.mile of the property boundaries of the treatment
works,and 2)listed in public record or otherwise known to the applicant.
e. Any areas where the sewage sludge produced by the treatment works is stored,treated,or disposed.
f. If the treatment works receives waste that is classified as hazardous under the Re pOseFv�r�c`RRo�er �A (tifkby truck,rail,
or special pipe,show on the map where the hazardous waste enters the treatmennf' oor{span where it its treated,stored,an /or disposed.
B.3. Process Flow Diagram or Schematic. Provide a diagram showing the processes of tlTe�tka nInt�tar5t`ihLR.rci—all�,N` ��i Q rid all
backup power sources or redunancy in the system. Also provide a water balance showing all treatment units,including disinfection(e.g.,
chlorination and dechlorination). The water balance must show daily average flow rates at influent and discharge points and approximate daily flow
rates between treatment units. Include a brief narrative description of the diagram.
B.4. Operation/Maintenance Performed by Contractor(s).
Are any operational or maintenance aspects(related to wastewater treatment and effluent quality)of the treatment works the responsibility of a
contractor? ❑ Yes El No
If yes,list the name,address,telephone number,and status of each contractor and describe the contractor's responsibilities(attach additional
pages if necessary).
Name.
Mailing Address.
Telephone Number: ( )
Responsibilities of Contractor
B.5. Scheduled improvements and Schedules of Implementation. Provide information on any uncompleted implementation schedule or
uncompleted plans for improvements that will affect the wastewater treatment,effluent quality,or design capacity of the treatment works. If the
treatment works has several different implementation schedules or is planning several improvements,submit separate responses to question B.5
for each. (If none,go to question B.6.)
a. List the outfall number(assigned in question A.9)for each outfall that is covered by this implementation schedule.
001
b. Indicate whether the planned improvements or implementation schedule are required by local,State,or Federal agencies.
❑ Yes ® No
NPDES FORM 2A Additional Information

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Third Creek VVV TP, NC0020591 Renewal Yadkin-Pee Dee
c. If the answer to B.5.b is"Yes,"briefly describe,including new maximum daily inflow rate(if applicable).
Application is being made to increase permitted daily average flow to 8.0 MGD.
d. Provide dates imposed by any compliance schedule or any actual dates of completion for the implementation steps listed below,as
applicable. For improvements planned independently of local,State,or Federal agencies,indicate planned or actual completion dates,as
applicable. Indicate dates as accurately as possible.
Schedule Actual Completion
Implementation Stage MM/DD/YYYY MM/DD/YYYY
-Begin Construction / / / /
-End Construction / / / /
-Begin Discharge / / / /
-Attain Operational Level / / / /
e. Have appropriate permits/clearances concerning other Federal/State requirements been obtained? 0 Yes 0 No
Describe briefly:
B.6. EFFLUENT TESTING DATA(GREATER THAN 0.1 MGD ONLY).
Applicants that discharge to waters of the US must provide effluent testing data for the following parameters. Provide the indicated
effluent testing required by the permitting authority for each outfall through which effluent is discharged. Do not include information
on combine sewer overflows in this section. All information reported must be based on data collected through analysis conducted
using 40 CFR Part 136 methods. In addition,this data must comply with QA/QC requirements of 40 CFR Part 136 and other appropriate
QA/QC requirements for standard methods for analytes not addressed by 40 CFR Part 136. At a minimum effluent testing data must be 1
based on at least three pollutant scans and must be no more than four and on-half years old.
Outfall Number: 001
MAXIMUM DAILY AVERAGE DAILY DISCHARGE
DISCHARGE ANALYTICAL
POLLUTANT MUMDL
METHOD
Conc. Units Conc. Units Number of
Samples
CONVENTIONAL AND NON CONVENTIONAL COMPOUNDS
AMMONIA(as N) <0.1 mg/L <0.1 mg/L 3 EPA 350.1 0.1 mg/L
CHLORINE(TOTAL 28 ug/L <20 ug/L 251 SM 4500 CL-G 10 ug/L
RESIDUAL,TRC)
DISSOLVED OXYGEN 14.5 mg/L 9.0 mg/L 251 SM 4500 O-G 0.3 mg/L
TOTAL KJELDAHL 2.1 mg/L 1.05 mg/L 3 EPA 351.1 0.2 mg/L
NITROGEN(TKN)
NITRATE PLUS NITRITE 15.4 mg/L 12.73 mg/L 3 EPA 353.2 0.1 mg/L
NITROGEN
OIL and GREASE 7 mg/L 5.5 mg/L 4 EPA 1664A 5 mg/L
PHOSPHORUS(Total) 3.76 mg/L 3.47 mg/L 3 EPA 200.7 0.02 mg/L
TOTAL DISSOLVED SOLIDS 690 mg/L 615.67 mg/L 3 SM 2540C 10 mg/L
(TDS)
OTHER
.-- '',7-'
END OF PART B.
REFER TO THE APPLICATION OVERVIEW(PAGE 1) TO,DETERMINE WHICH OTHER PARTS
OF FORM 2A YOU MUST COMPLETE
J
NPDES FORM 2A Additional Information

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Third Creek WWTP. NC0020591 Renewal Yadkin-Pee Dee
SUPPLEMENTAL APPLICATION INFORMATION
PART D. EXPANDED EFFLUENT TESTING DATA
Refer to the directions on the cover page to determine whether this section applies to the treatment works.
Effluent Testing: 1.0 mgd and Pretreatment Works. If the treatment works has a design flow greater than or equal to 1.0 mgd or it has(or is required
to have)a pretreatment program,or is otherwise required by the permitting authority to provide the data,then provide effluent testing data for the following
pollutants. Provide the indicated effluent testing information and any other information required by the permitting authority for each outfall through which
effluent is discharged. Do not include information on combined sewer overflows in this section. All information reported must be based on data collected
through analyses conducted using 40 CFR Part 136 methods. In addition,these data must comply with QA/QC requirements of 40 CFR Part 136 and
other appropriate QA/QC requirements for standard methods for analytes not addressed by 40 CFR Part 136. Indicate in the blank rows provided below
any data you may have on pollutants not specifically listed in this form. At a minimum,effluent testing data must be based on at least three pollutant
scans and must be no more than four and one-half years old.
Outfall number: 001 (Complete once for each outfall discharging effluent to waters of the United States.)
MAXIMUM DAILY DISCHARGE AVERAGE DAILY DISCHARGE
ANALYTIC
POLLUTANT I l Unit l Unit Number AL ML/MDL
Conc. Units Mass s Conc. Units Mass s of METHOD
Samples
METALS(TOTAL RECOVERABLE),CYANIDE,PHENOLS,AND HARDNESS.
ANTIMONY 0.1 mg/L <0.1 lbs 0.0643 mg/L 0.045 lbs 3 EPA 200.7 0.025 mg/L
ARSENIC <0.01 mg/L <0.01 lbs <0.01 mg/L <0.007 lbs 3 EPA 200.7 0.01 mg/L
BERYLLIUM <0.005 mg/L <0.005 lbs <0.005 mg/L <0.035 lbs 3 EPA 200.7 0.005 mg/L
CADMIUM <0.002 mg/L <0.002 lbs <0.002 mg/L <0.001 lbs 3 EPA 200.7 0.002 mg/L
CHROMIUM <0.005 mg/L <0.005 lbs <0.005 mg/L <0.035 lbs 3 EPA 200.7 0.01 mg/L
COPPER 0.014 mg/L 0.014 lbs 0.012 mg/L 0.008 lbs 3 EPA 200.7 0.002 mg/L
LEAD <0.01 mg/L <0.01 lbs <0.01 mg/L <0.007 lbs 3 EPA 200.7 0.01 mg/L
MERCURY 12.4 ng/L <0.0001 lbs 7.88 ng/L <0.0001 lbs 3 EPA 1631 1.0 ng/L
NICKEL <0.01 mg/L <0.01 lbs <0.01 mg/L <0.007 lbs 3 EPA 200.7 0.01 mg/L
SELENIUM <0.01 mg/L <0.01 lbs <0.01 mg/L <0.007 lbs 3 EPA 200.7 0.01 mg/L
SILVER <0.005 mg/L <0.005 lbs <0.005 mg/L <0.035 lbs 3 EPA 200.7 0.005 mg/L
THALLIUM <0.02 mg/L <0.02 lbs <0.02 mg/L <0.014 lbs 3 EPA 200.7 0.02 mg/L
ZINC 0.075 mg/L 0.075 lbs 0.0623 mg/L 0.043 lbs 3 EPA 200.7 0.01 mg/L
CYANIDE 6.9 ug/L 0.007 lbs 2.62 ug/L <0.006 lbs 251 EPA 335.4 0.005 mg/L
TOTAL PHENOLIC <0.01 mg/L <0.01 lbs <0.01 mg/L <0.007 lbs 4 EPA 420.1 0.01 mg/L
COMPOUNDS
HARDNESS(as CaCO3) 44 mg/L 43.44 lbs 39.5 mg/L 27.53 lbs 3 EPA 200.7 0.662 mg/L
Use this space(or a separate sheet)to provide information on other metals requested by the permit writer
NPDES FORM 2A Additional Information

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Third Creek WVVfP, NC0020591 Renewal Yadkin-Pee Dee
Outfall number: 001 (Complete once for each outfall discharging effluent to waters of the United States.)
MAXIMUM DAILY DISCHARGE AVERAGE DAILY DISCHARGE
POLLUTANT Number ANALYTICAL MLIMDL
Conc. Units Mass Units Conc. Units Mass Unit of METHOD
I Samples
VOLATILE ORGANIC COMPOUNDS
ACROLEIN <50 ug/L <0.05 lbs <50 ug/L <0.035 lbs 3 EPA 624 50 ug/L
ACRYLONITRILE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 624 10 ug/L
BENZENE <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
BROMOFORM <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
CARBON <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
TETRACHLORIDE
CHLOROBENZENE <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
CHLORODIBROMO- <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
METHANE
CHLOROETHANE <5 ug/L <0.005 lbs <5 ug/L <0.004 lbs 3 EPA 624 5 ug/L
2-CHLOROETHYLVINYL <5 ug/L <0.005 lbs <5 ug/L <0.004 lbs 3 EPA 624 5 ug/L
ETHER
CHLOROFORM <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
DICHLOROBROMO- <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
METHANE
1,1-DICHLOROETHANE <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
1,2-DICHLOROETHANE <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
TRANS-I,2-DICHLORO- <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
ETHYLENE
1,1-DICHLORO- <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
ETHYLENE
1,2-DICHLOROPROPANE <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
1,3-DICHLORO- <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
PROPYLENE
ETHYLBENZENE <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
METHYL BROMIDE <5 ug/L <0.005 lbs <5 ug/L <0.004 lbs 3 EPA 624 5 ug/L
METHYL CHLORIDE <5 ug/L <0.005 lbs <5 ug/L <0.004 lbs 3 EPA 624 5 ug/L
METHYLENE CHLORIDE <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
1,1,2,2-TETRA- <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
CHLOROETHANE
TETRACHLORO- <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
ETHYLENE
TOLUENE <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
NPDES FORM 2A Additional Information

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Third Creek WWTP, NC0020591 Renewal Yadkin-Pee Dee
Outfall number: 001 (Complete once for each outfall discharging effluent to waters of the United States.)
MAXIMUM DAILY DISCHARGE AVERAGE DAILY DISCHARGE ANALYTICAL ML/MDL
METHOD
POLLUTANT Number
Conc. Units Mass Unit Conc. Units Mass Units of
Samples
1,1,1 <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
TRICHLOROETHANE
1,1,2 <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
TRICHLOROETHANE
TRICHLOROETHYLENE <1 ug/L <0.001 lbs <1 ug/L <0.001 lbs 3 EPA 624 1 ug/L
VINYL CHLORIDE <5 ug/L <0.005 lbs <5 ug/L <0.004 lbs 3 EPA 624 5 ug/L
Use this space(or a separate sheet)to provide information on other volatile organic compounds requested by the permit writer
ACID-EXTRACTABLE COMPOUNDS
P-CHLORO-M-CRESOL <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
2-CHLOROPHENOL <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
2,4-DICHLOROPHENOL <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
2,4-DIMETHYLPHENOL <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
4,6-DINITRO-O-CRESOL <50 ug/L <0.05 lbs <50 ug/L <0.04 lbs 3 EPA 625 50 ug/L
2,4-DINITROPHENOL <50 ug/L <0.05 lbs <50 ug/L <0.04 lbs 3 EPA 625 50 ug/L
2-NITROPHENOL <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
4-NITROPHENOL <50 ug/L <0.05 lbs <50 ug/L <0.04 lbs 3 EPA 625 50 ug/L
PENTACHLOROPHENOL <50 ug/L <0.05 lbs <50 ug/L <0.04 lbs 3 EPA 625 50 ug/L
PHENOL <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
2,4,6- <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
TRICHLOROPHENOL
Use this space(or a separate sheet)to provide information on other acid-extractable compounds requested by the permit writer
BASE-NEUTRAL COMPOUNDS
ACENAPHTHENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
ACENAPHTHYLENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
ANTHRACENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
BENZIDINE <50 ug/L <0.01 lbs <50 ug/L <0.04 lbs 3 EPA 625 50 ug/L
BENZO(A)ANTHRACENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ugh!
BENZO(A)PYRENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
NPDES FORM 2A Additional Information

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Third Creek VVVVTP, NC0020591 Renewal Yadkin-Pee Dee
Outfall number: 001 (Complete once for each outfall discharging effluent to waters of the United States.)
MAXIMUM DAILY DISCHARGE AVERAGE DAILY DISCHARGE
POLLUTANT Number ANALYTICAL MLIMDL
Conc. Units Mass Units Conc. Units Mass Usti of METHOD
Samples
3,4 BENZO- <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
FLUORANTHENE
BENZO(GHI)PERYLENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
BENZO(K) <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/l
FLUORANTHENE
BIS(2-CHLOROETHOXY) <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/l
METHANE
BIS(2-CHLOROETHYL)- <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ugh!
ETHER
BIS(2-CHLOROISO- <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ugh
PROPYL)ETHER
BIS(2-ETHYLHEXYL) 18.6 ug/L 0.018 lbs <12.87 ug/L <0.009 lbs 3 EPA 625 10 ug/I
PHTHALATE
4-BROMOPHENYL <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
ETHER
ETHER
BUTYL BENZYL <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
PHTHALATE
2-CH <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
NAPHTHALENE
4-CHLORPHENYL <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/l
PHENYL ETHER
CHRYSENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
DI-N-BUTYL PHTHALATE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
DI-N-OCTYL PHTHALATE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
DIBENZO(A,H) <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
ANTHRACENE
1,2-DICHLOROBENZENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
1,3-DICHLOROBENZENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
1,4-DICHLOROBENZENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
3,3-DICHLORO- <50 ug/L <0.05 lbs <50 ug/L <0.04 lbs 3 EPA 625 50 ug/L
BENZIDINE
DIETHYL PHTHALATE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
DIMETHYL PHTHALATE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
2,4-DINITROTOLUENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
2,6-DINITROTOLUENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
1,2-DIPH NYL- <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
HYDRAZINE
NPDES FORM 2A Additional Information

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Third Creek WWTP, NC0020591 Renewal Yadkin-Pee Dee
Outfall number: 001 (Complete once for each outfall discharging effluent to waters of the United States.)
MAXIMUM DAILY DISCHARGE AVERAGE DAILY DISCHARGE
POLLUTANT Number ANALYTICAL MUMDL
Conc. Units Mass Units Conc. Units Mass Unitg of METHOD
Samples
FLUORANTHENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
FLUORENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ugh
HEXACHLOROBENZENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
HEXACHLORO- <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
BUTADIENE
HEXACHLOROCYCLO- <50 ug/L <0.05 lbs <50 ug/L <0.04 lbs 3 EPA 625 60 ug/L
PENTADIENE
HEXACHLOROETHANE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
INDENO(1,2,3-CD) <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
PYRENE
ISOPHORONE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
NAPHTHALENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
NITROBENZENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
N-NITROSODI-N- <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
PROPYLAMINE
N-NITROSODI- <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
METHYLAMINE
N-NITROSODI- <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ugh
PHENYLAMINE
PHENANTHRENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
PYRENE <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
1,2,4 <10 ug/L <0.01 lbs <10 ug/L <0.007 lbs 3 EPA 625 10 ug/I
TRICHLOROBENZENE
Use this space(or a separate sheet)to provide information on other base-neutral compounds requested by the permit writer
Use this space(or a separate sheet)to provide information on other pollutants(e.g.,pesticides)requested by the permit writer
ND RT' , .. . ,
REFER TO THE APPLICATION OVERVIEW(PAGE 1) TO DETERMINE WHICH OTHER PARTS
OF FORM 2A YOU MUST COMPLETE
1_ I
NPDES FORM 2A Additional Information

Meritech, Inc.
Environmental Laboratory
Laboratory Certification No.165
.., ...
•
Aii.
.11011
Contact: Brandy Johnson Report Date. 7/26/07
Client: City of Statesville
P.O.Box 1111
Statesville,NC 28687-1 1 1 1 Date Sample Rcvd: 7/10/07
Meritech Work Order# 07100798 Sample: 3rd Creek Composite 7/9-10/07
Parameters Result Analysis Date Reporting Limit Method
Total Dissolved Solids 494 rng/L 7/11/07 10 mg/L SM 2540 C
Ammonia,Nitrogen <0.1 mg/L 7/12/07 0.1 mg/L EPA 350.1
TKN <0.20 mg/L 7/17/07 0.20 mg/L EPA 351.1
Nitrate/Nitrite,Nitrogen 34.4 mg/L 7/11/07 0.10 mg/L EPA 353.2
Nitrogen,total 34.4 mg/L 7/17/07 0.20 mg/L EPA 353.2
Antimony,total 0.035 mg/L 7/12/07 0.025 mg/L EPA 200.7
Arsenic,total <0.010 mg/L_ 7/12/07 0.010 mg/L EPA 200.7
Beryllium,total <0.005 mg/I. 7/12/07 0.005 rng/L EPA 200.7
Cadmium,total <0.002 mg/I_ 7/12/07 0.002 mg/L EPA 200.7
Chromium, total <0.005 mg/L. 7/12/07 0.005 mg/L EPA 200.7
topper,total 0.008 mg/1- 7/12/07 0.002 rng/L EPA 200.7
Lead,total <0.010 mg/L 7/12/07 0.010 mg/L EPA 200.7
Mercury,total <0.0002 mg/I. 7/12/07 0.0002 mg/L EPA 245.1
Nickel,total <0.010 mg/1_ 7/12/07 0.010 mg/L EPA 200.7
Phosphorus,total 5.07 mg/L 7/12/07 0.020 mg/L EPA 200.7
Selenium,total <0.010 mg/1 7/12/07 0.010 mg/L EPA 200.7
Silver,total <0.005 mg/L 7/12/07 0.005 mg/L EPA 200.7
Thallium,total <0.020 mg/L 7/12/07 0.020 mg/L EPA 200.7
Zinc,total 0.071 mg/L 7/12/07 0.010 mg/L EPA 200.7
Hardness,total 46.9 mg eq CaCO:/L 7/13/07 0.662 mg eq CaCO1/L EPA 200.7
EPA 625 BNA Attached 7/13/07 - -
Meritech Work Order# 07100799 Sample: 3rd Creek Grab 7/10/07
Parameters Result Analysis Date Reporting Limit Method
Cyanide,total <0.005 mg/I. 7/13/07 0.005 mg/L EPA 335.4
Oil&Grease <5 mg/L 7/18/07 5 mg/L EPA 1664A
Phenols,total <0.010 mg/L 7/17/07 0.010 mg/L EPA 420.1
EPA 624+A+A Attached 7/12/07 - -
I hereby certify that I have reviewed and approve these data. - ,
Laboratory Representive
642 Tamco Road,Reidsville,North Carolina 27320
tel.[phone] fax.[phone]

•
MER1 TECH, INC.
Environmental Laboratories
A Division of Water Technology and Controls, Inc.
.1.0
Client: City of Statesville Meritech ID#: 07100798
Project: PPA-3rd Creek Analysis: 07/13/07
Client Sample ID: Effluent Extraction: 07/11/07
Sample Collection: 07/09-10/07 Analyst: FAP
Dilution Factor: 1
EPA 625 SEMIVOLA_TILE ORGANICS
Parameter Result Parameter Result
Acenaphthene <10 ug/L Fluoranthene <10 ug/L
Acenaphthylene <10 ug/L Fluorene <10 ug/L
Anthracene <10 ug/L Hexachlorobenzene <10 ug/L
Benzidine <50 ug/L Hexachlorobutadiene <10 ug/L
Benzo(a)anthracene <10 ug/L Hexachlorocyclopentadiene <50 ug/L
Benzo(a)pyrene <10 ug/L Hexachloroethane <10 ug/L
3,4-Benzotluoroanthene <10 ug/L Indeno(1,2,3-cd)pyrene <10 ug/L
Benzo(k)fluoranthene <10 ug/L lsophorone <10 ug/L
Benzo(g,h,i)perylene <10 ug/L 2-Methylnaphthalene <10 ug/L
Butyl benzyl phthalate <10 ug/L Naphthalene <10 ug/L
Bis(2-chloroethoxy)methane <10 ug/L Nitrobenzene <10 ug/L
Bis(2-chloroethyl)ether <10 ug/L N-Nitrosodimethylamine <10 ug/L
Bis(2-chloroisopropyl)ether <10 ug/L N-Nitrosodi-n-propylamine <10 ug/L
Bis(2-ethylhexyl)phthalate <10 ug/L N-Nitrosodiphenylamine <10 ug/L
4-Bromophenyl phenyl ether <10 ug/L Phenanthrene <10 ug/L
2-Chloronaphthalene <10 ug/L Pyrene <10 ug/L
4-Chlorophenyl phenyl ether <10 ug/L 1,2,4-Trichlorobenzene <10 ug/L
Chrysene <10 ug/L
Dibenzo(a,h)anthracene <10 ug/L p-chloro-m-cresol <10 ug/L
1,2-Dichlorobenzene <10 ug/L 2-Chlorophenol <10 ug/1.
1,3-Dichlorobenzene <10 ug/L 2,4-Dichlorophenol <10 ug/L
1,4-Dichlorobenzene <10 ug/L 2,4-Dimethylphenol <10 ug/L
3,3'-Dichlorobenzidine <50 ug/L 2,4-Dinitrophenol <50 ug/L
Diethyl phthalate <10 ug/L 4,6-Dinitro-o-cresol <50 ug/L
Dimethyl phthalate <10 ug/L 2-Nitrophenol <10 ug/L
Di-n-butyl phthalate <10 ug/L 4-Nitrophenol <50 ug/L
2,4-Dinitrotoluene <10 ug/L Pentachlorophenol <50 ug/L
2,6-Dinitrotoluene <10 ug/L Phenol <10 ug/L
Di-n-octyl phthalate <10 ug/L 2,4,6-Trichlorophenol <10 ug/L
1,2-Diphenylhydrazine <10 ug/L
,....
I hereby certify that I have reviewed and approve these data. ,B 1 re
Laboratory Representative
642 Tamco Road * Reidsville, NC 27320
[phone] Ph * [phone] Fax

MERITECH, INC.
Environmental Laboratories
A Division of Water Technology and Controls, Inc.
.1411
Client: City Of Statesville Meritech ID#: 07100799TB
Project: PPA-3rd Creek Analysis: 07/12/07
Client Sample ID: Trip Blank Analyst: VWV
Sample Collection: 07/09/07 Dilution Factor: 1
EPA 624 VOLATILE ORGANICS
Parameter Result
Benzene < 1.00 ug/L
Dichlorobromomethane < 1.00 ug/L
Bromoform < 1.00 ug/L
Methyl Bromide <5.00 ug/L
Carbon Tetrachloride < 1.00 ug/L
Chlorobenzene < 1.00 ug/L
Chloroethane <5.00 ug/L
2-Chloroethyl vinyl ether <5.00 ug/L
Chloroform < 1.00 ug/L
Methyl Chloride <5.00 ug/L
Chlorodibromomethane < 1.00 ug/L
1,2-Dibromoethane <1.00 ug/L
1,1-Dichloroethane < 1.00 ug/L
1,2-Dichloroethane < 1.00 ug/L
1,4-Dichlorobenzene < 1.00 ug/L
1,2-Dichlorobenzene < 1.00 ug/L
1,3-Dichlorobenzene < 1.00 ug/L
1,1-Dichloroethylene < 1.00 ug/L
trans-1,2-Dichloroethylene < 1.00 ug/L
1,2-Dichloropropane < 1.00 ug/L
cis-1,3-Dichloropropylene < 1.00 ug/L
trans-1,3-Dichloropropylene < 1.00 ug/L
Ethyl benzene < 1.00 ug/L
Methylene chloride < 1.00 ug/L
1,1,2,2-Tetrachloroethane < 1.00 ug/L
Tetrachloroethylene < 1.00 ug/L
Toluene < 1.00 ug/L
1,1,1-Trichloroethane < 1.00 ug/L
1,1,2-Trichloroethane < 1.00 ug/L
Trichloroethylene < 1.00 ug/L
Trichlorofluoromethane <5.00 ug/L
Vinyl chloride <5.00 ug/L
Additional Compounds
Acrolein <50.0 ug/L
Acrylonitrile <10.0 ug/L
I hereby certify that I have reviewed and approve these data.
Laboratory Representative
642 Tamco Road * Reidsville, NC 27320
[phone] Ph * [phone] Fax

MERITECH, INC.
Environmental Laboratories
• A Division of Water Technology and Controls, Inc.
Client: City Of Statesville Meritech ID#: 07100799
Project: PPA-3rd Creek Analysis: 07/12/07
Client Sample ID: Effluent Analyst: VWV
Sample Collection: 07/09/07 Dilution Factor: 1
EPA 624 VOLATILE ORGANICS
Parameter Result
Benzene < 1.00 ug/L
Dichlorobromomethane < 1.00 ug/L
Bromoform < 1.00 ug/L
Methyl Bromide <5.00 ug/L
Carbon Tetrachloride < 1.00 ug/L
Chlorobenzene < 1.00 ug/L
Chloroethane <5.00 ug/L
2-Chloroethyl vinyl ether <5.00 ug/L
Chloroform 5.54 ug/L
Methyl Chloride <5.00 ug/L
Chlorodibromomethane < 1.00 ug/L
1,2-Dibromoethane < 1.00 ug/L
1,1-Dichloroethane < 1.00 ug/L
1,2-Dichloroethane < 1.00 ug/L
1,4-Dichlorobenzene < 1.00 ug/L
1,2-Dichlorobenzene < 1.00 ug/L
1,3-Dichlorobenzene < 1.00 ug/L
1,1-Dichloroethylene < 1.00 ug/L
trans-1,2-Dichloroethylene < 1.00 ug/L
1,2-Dichloropropane < 1.00 ug/L
cis-1,3-Dichloropropylene < 1.00 ug/L
trans-1,3-Dichloropropylene < 1.00 ug/L
Ethyl benzene < 1.00 ug/L
Methylene chloride < 1.00 ug/L
1,1,2,2-Tetrachloroethane < 1.00 ug/L
Tetrachloroethylene < 1.00 ug/L
Toluene < 1.00 ug/L
1,1,1-Trichloroethane < 1.00 ug/L
1,1,2-Trichloroethane < 1.00 ug/L
Trichloroethylene < 1.00 ug/L
Trichlorofluoromethane <5.00 ug/L
Vinyl chloride <5.00 ug/L
Additional Compounds
Acrolein <50.0 ug/L
Acrylonitrile <10.0 ug/L
I hereby certify that I have reviewed and approve these data.
Laboratory Representative
642 Tamco Road * Reidsville, NC 27320
[phone] Ph * [phone] Fax

Chain of Custody Record (COC) NPDES#:
y; MERITECH INC. Client: City of Statesville Phone: [phone]
•'.W/.., • Environmental Laboratories Fax: [phone]
A Division of Water Technology and Control, Inc. Address: P.O. Box 1111 Email:
Project: PPA-3rd Creek
642 Tamco Rd Phone [phone] Statesville, NC 28687-1111 PO#:
Reidsville, NC Fax: [phone] Turn Around Time*
27320 Email: wtclabAbellsouth.net Attention: Brandy Johnson Std(10 days) 3-5 Day 24-48 Hr
Web Site: www.meritech-labs.com I i r i r -1
Sample Sampling Dates & Times Person Taking Sample(Signature): Lab Use Only
Location/ID # START E"° Comp? Tests Required on pH OK?
Date Time Date Time Grab? Cant
s. C Ice? C12 OK?
Effluent 7/Ct/c>-7 y. on cum -1//0J0i ea)Q rri C , 1 TDS L a A
C 1 NH3, Ntot-(w/H2SO4)
�G�mh
t C 1 Sb, As, Be, Cd, Cr, Cu, Pb, Hg, Ni, P, Sc, `�
�� Ag,TI, Zn, Hardness -(wl HNO3)
J C 2 EPA 625 BNA V
c-�
Effluent G 1 Cr_
yanide -(w/NaOH) '1. >i l
1 Lb,�
1 G 1 Oil & Grease (HEM) -(wi HCI)
G 1 Phenols -(w/H2SO4 & CuSO4)
qv/
�`f Y \!/ G 3 EPA 624+ AA-(wl HCI) \ 4/
(trip blank is included in 3 containers)
1 1
Comments:
Method of Shipment: —Note: The required low-level Mercury will have its own cooler and COC.
❑ UPS
Will these results be used for regulatory purposes?❑ Fed Ex Yes f x 1 No I I
*RUSH work must be approved prior to submitting samples.
linquished by: . Date: I p Time: Rec d Date: Tim
❑ Hand Delivery J )` �Jg�^.'1�� 7f/0 Q i I'`Time: t� 6Zed_e______
7-1d'a ? D7
Re' uis d b ! tJ Date: Time: Received by: Date: Time:
❑Other 1; 71-t-d--- / lo-p7 1l7 t'D
Relinquished by: Date: rime: Re i e lab --7 Date-0) Time: C
✓//LJ/`\

Long Term Monitoring
(Report on DMR)
Analyzed By: 4"' Creek Laboratory
Statesville Analytical
Meritech Laboratory
4''' Creek Effluent
3'' Creek Effluent 4'' Creek Effluent _ Mercury
Date: fd- r Date: ig-8-&3. Date: i2-19/08
NH, 7.00 mg/l IIIINH., <••50 _ mg/I Hg 14-4) _ ug/1
BOD i 7--G,`,_ meDOD Z-II _ mei
COD /0 1 .y mg/I COD 4 ID mg/1
T.S.S. Ze' mg/1 • T.S.S _6'!-- mg/I
As <52 D_ ugh
As < 5..0 ugn
Ag <5 _ ugh Ag < 5'0 ugh
Cd G Z ugh Cd - <2.0_ ue
ughl
Cr <S.� ug/I •
Cu _53 ugh Cu - . _ ugh
- </+0 _ ugh Mo < i..D ugh
Ni
N i '4 O ug/I
Ph /r0 _ ugh
Ph ��� _ ugh -
Sc < I0 ugh
Se < le) ugll
in fd4P ugh Zn _ ugh
•I'CN <'„005 mg/1 TCN <.0C-5 mg/I
T.N 22-•42- mg/1 T.N _ `i` /00 _ me
/'
T I, F.0 - mF/I T.N. v•2 mgA
C1. 56.5 me
CI- 3-/�} me —

Effluent Toxicity Report Form - Chronic Pass/Fail and Acute LC50 Date: 12/18/08
Facility: STATESVILLE-3RD CREEK NPDES#: NC0020591 Pipe#: 01 County: IREDELL
Laborato f Test: MERITECH, INC Comments:
X "; .,_, /%�---
Signature of Operator in ResponsiAle arge
x /� /.. -, _�'
Signature of Labora ory Supervisor * PASSED: 6.51% Reduction *
Work Order: Environmental Sciences Branch
MAIL ORIGINAL TO: Div. of Water Quality
N.C. DENR
1621 Mail Service Center
Raleigh, North Carolina 27699-1621
North Carolina Ceriodaphnia
-
Chronic Pass/Fail Reproduction Toxicity Test Chronic Test Results
Calculated t = 1.655
Tabular t = 2.508
CONTROL ORGANISMS 1 2 3 4 5 6 7 8 9 10 11 12 % Reduction = 6.51
1 % Mortality Avg.Reprod.
# Young Produced 24 28 27 25 26 26 26 29 27 20 25 24
-
0.00 25.58
Control Control
Adult (L)ive (D)ead L L L L L L L L L L L L
0.00 23 .92
Treatment 2 Treatment 2
Effluent %: 39%
TREATMENT 2 ORGANISMS 1 2 3 4 5 6 7 8 9 10 11 12 Control CV
9.046% PASS FAIL
# Young Produced 28 25 27 20 26 23 24 25 23 21 20 25 % control orgs X
producing 3rd
brood Check One
Adult (L)ive (D)ead L L L 'L L L L L L L L L 100%
i______ - -
1st sample 1st sample 2nd sample Complete This For Either Test
pH Test Start Date: 12/10/08
Control 7.90 7.64 7.90 7.90 7.92 7.82 Collection (Start) Date
- Sample 1: 12/08/08 Sample 2: 12/11/08
Treatment 2 7.61 8.00 7.91 7.80 7.59 7.85 Sample Type/Duration 2nd
1st P/F
s s s Grab Comp. Duration D
t e t e t e I S S
a n a n a n Sample 1 X 24.0 hrs L A A
✓ d r d r d U M M
t t t Sample 21 X 24.1 hrs T P P
1st sample 1st sample 2nd sample - n--
D.O. , Hardness(mg/1) 44
Control '7.60 7.55 7.84 7.60 7.55 7.45
Spec. Cond. (µmhos) 178 980 651
Treatment 2 N.80 7.66 7 .93 7.72 17.46 7.40
Chlorine(mg/1) <0.1 <0.1
LC50/Acute Toxicity Test Sample temp. at receipt(°C) 1.8 1.0
(Mortality expressed as %, combining replicates)
_ Note: Please
% % % %I % % % % % % Concentration Complete This]
Section Also
% % % % % %I % % % % Mortality
start/end start/end
,
LC50 = % Method of Determination Control
95% Confidence Limits Moving Average Probit _ - -
% -- % Spearman Karber _ Other High
- Conc.
pH D.O.
Organism Tested: Ceriodaphnia dubia Duration(hrs) :
Copied from DWQ form AT-1 (3/87) rev. 11/95 (DUBIA ver. 4.41)

Meritech,Inc.
f ` Mini Chronic Pass/Fail Test: Ceriodaphnia dubia Incubator#: i
Client: 3 wz e6i.1,iI e_ - . rri Ciec k Pipe#: DI County' 1 r�sket( Date Start: I2-bolo 8' Date End:f �,�M Time Start: I'o/S,¢M Time End: 9,.�t
NPDES#: NC D O`2_05'g Date!Time of Culture Transfer: 1)-4 � ?I1
Dilution Water: Lake Reidsville Date/Time Neonates born: )A-ti l 17,- `1 . In1st Renewal Date' t 2-/IZ/o8f Time: � mow
( _
Test Organism Source: Tray# It Age of eonates at Test Start: a,?,v - ours 2nd Renewal Date: /L/,,;/0r Time: ;0c�,_,
Stirred/Aerated for D.O.: Y/PI Randomized:rY/N Culture Tray Temp: �C-c% °C Analyst(s): ft r AIL,nig- Reviewed by: /IP
Control Organism Reproduction Collection(Start)Dates:
Day#2 1 2 3 4 5 6 7 8 9 10 11 12 )
#Young Produced C..) 0 C.) b 0 0 0 O U _ U U 0
Sample 1: 1 ZI O Sample 2: )Zr r/Gc'
Adults Live/Dead L- t- L- L L- L '... L (. L. 1.- (-- Sample Information
Day#5 1 3 4 _ 5 6 7 8 9 10 11 12 100%pH G/C? Duration
#Young Produced U g - �U,.c2l) '/ 94 y)�,.r�i .)- "/l i VI-M(/ 10 Sample 1 7 ' 2_ C- Zy hours
Adults Live/Dead _ L_ L 4--_ L_ L— 1i— L- _ t`_ 1_, L-- L "7�I— Sample 2 Z y C ZN. hours
Day#7 1 2 3 4 5 6 7 8 9 10 11 12 Sample Sample Transferred by Fed by.
#Young Produced ( �' la. 12, id) )9 )Lf j I L2, II C� , -.2) Batch# .� 7t(j 1 2 Day 0 ►'h2
Adults Live/Dead 1 _ L- t-- , L t_ L L L L L_ C_ Transfer Day 0 I 2 5
Day 1_ -
Hardness �.c
Total Produced �� ��; �� ;t [� (mg/L) I44 � Day 2 '�-L[I�
�� :� � 7 :�� , `t Spec.Cond. f7 l Day 3
% _ (umhoslcm) 11 b -�? goo l�6) Day 4 G
Percent of Control producing third brood' /t() Chlorine
Test Sample Organism Reproduction (mg/L) 4c.1 �o Day 5 ��Ul►Z !hL
Receipt Sample / ',o '' Day 6
Effluent%: �� Temp CC)
•C Terminated by: Lm�
pH 1st Sample 1st Sample 2nd Sample
Day#2, 1 2 3 4 5 6 7 8 9 10 11 12 -
#Young Produced _ 0_ 0 0 C) 0 C) C) _U C-) C:> o C) Control 7-'i° 7(fI 7(`j- i;YO %?.' 7c,
Adults Live/Dead eT_ I- L- L. 1-- L- Z- L- L. 1. t` p 7� . 4;Lv _� 'V
Day#5 1 2 3 �/4 5 7 8 �-9� 1Q 11 1?
Sample (6� , 11 .7� L 7r
#Young Produced 6 � � 1f �/ �'��� ,Z,t?�� �/ � yl D.O. 1st Sample 1st Sample 2nd Sample
Adults Live/Dead •L L. _ L. L L i_ I_ L. _/L L. L. l_
Day#7 1 2 3 4 5 6 7 8 9 10 11 12 Control i 60 -l C ; ;/ ?(;6) 7.' ') 7,`I°7'
#Youn_gProduced , 11) _ , CI _iL? Je 7 _1/ _k) 1/ tI . /b Sample 7D7•(:(r -713 772., 7r/6 ,,vo
Adults Live/Dead _ t- 1 - L L _ L L- L L L_ L L I_
Temp. 1st Sample 1st Sample 2nd Sample
Total Produced •2 i; 1 gU ? ...$„,t9 _ !'j ,?3 .) , '1/i' )c• Control 2q'C' 2A 2`\.\ ?AC 21, Zq.'I
Comments: Sample '' '�`•� L�'p 1 ?1-1,S 7 y' 70

MERITECH, INC. Meritech Sample ID#: 1305 td
Bioassay Sample Chain of Custody
642 Tamco Rd,Reidsville NC 27320
Phone: [phone] Fax: [phone]
Email: txmrtechkbellsouth.net Web Site: www.meritech-labs.com
CLIENT INFORMATION
Client: a� ���-Pr P� �/112��.c- PO#:
Contact Person: 5l1�a 7 / .5 NPDES#: NC 00205g
/I
Address: 03 L // �i97'�{7i Rol Phone: /- 2-343
City: J7�ii t/2L:.L, A 1 Pipe#:
�,j- d 1
County: Qpj��1 � /J G-D(Pi�State: Zip:
SAMPLE INFORMATION
Sample Site: E 1.i-e-v-it
Sample Type: ❑Grab Composite #of containers: Z
Sampling Time: Start Date: Jj/F/2 Start Time: /000 110 PM
End Date: /2/9119' End Time: /000 AM PM CHRONIC TESTS SHOULD BE TAKEN
AFTER 10:00 AM IF AT ALL POSSIBLE
***SAMPLE CONTAINERS ARE TO BE COMPLETELY FULL(no air space), CHILLED AND WAVED WITH ICE***
Collector's Name: Print. `T'4' I. Signature:
TOXICITY TEST INFORMATION
Test Required: IN Chronic(7 days) Test Organism: ,) Ceriodaphnia dubia (water flea)
❑ Acute(24-48 hours) Pimephales promelas (fathead minnow)
❑ Mysidopsis bahla (shrimp)
IWC:. % Test Concentrations(if multiple dilutions):
Comments:�)YIQ_plPAI /Q/'�/"YI (rQ5 5
SHIPPING INFORMATION
Relinquished by: Date: / 4/O O Time: IO2:2- 40 PM
Received by: Date: )2- 9_ o S Time: 1 0 L PM
Relinquished by: Date: I 2- 9- 0 g Time: a I ` AM
Received by: Date: Time: AM PM
Sample Temperature(°C):
Method of Shipment: ❑ UPS ❑ Fed EX ❑ Meritech Pick-up
**Samples shipped on Friday must be FedEx and must be clearly labeled for Saturday delivery**
SAMPLE RECEIVING (Laboratory Use Only)
Relinquished by: C _ c� !
Received by: / / 'r Date: t')/C/G Time: A/c— AM eg
Sample Temperatures(°C): 1'Y-_/ / / Sample Condition:
WHITE=Laboratory copy YELLOW=Client copy

MERITECH, INC. Meritech Sample ID#:
x
Bioassay Sample Chain of Custody
642 Tamco Rd, Reidsville NC 27320
Phone: [phone] Fax: [phone]
Email: txmrtechebellsouth.net Web Site: www.meritech-labs.com
CLIENT INFORMATION, �--.-�
Client: 5 Z cc (/Z/fie 3,Z c4geL PO#:Contact Person: ..5f5/i�iv' Sj-'ve,77j /NPDES#: NC c e2O /�J�I
Address: �p/.'> 4 e / ,' 9 f/YL Rd Phone: —� :3722
City: _5 .3 b7.12-G_ Pipe'#:
.L r V
County: . State: C - Zip:Z eoZ-
� .L SAMPLE INFORMATION
Sample Site: Zr=7'RG(�'O'LL
Sample Type: ❑Grab ,Composite #of containers: oz.
Sampling Time: Start Date: >z////Q4. Start Time: 9 A® PM
End Date: Q1 End Time. 9 AQ PM CHRONIC TESTS SHOULD BE TAKEN
AFTER 10:00 AM IF AT ALL POSSIBLE
***SAMPLE CONTAINERS ARE TO BE COMPLETELY FULL(no air space), CHIC EO ` \ • ;-ED WITH ICE***
Collector's Name: Print. �r32'(At$ Signature:
TOXICITY TEST INFORMATION
Test Required: Chronic(7 days) Test Organism: Ceriodaphnia dubia (water flea)
❑ Acute(24-48 hours) { Pimephales promelas (fathead minnow)
�I ❑ Mysidopsis bahia (shrimp)
IWC: .3 / % Test Concentrations(if multiple dilutions):
Comments: Pi ji-2e phis// 1:) -errie/J1:52, +
SHIPPING INFORMATION
Relinquished by: - Date: f / QO" Time: /2-75 AM 10
Received by: 1:4• Date: /,--/ r•-& Time: /2"Z/5 AM PM
Relinquished by:/, 4,1 Date: /es�"I a Time: 15-3-5' AM PM
Received by: Date: Time: _ AM PM
Sample Temperature(°C): _
Method of Shipment: E UPS ❑ Fed EX ❑ Meritech Pick-up
**Samples shipped on Friday must be FedEx and must be clearly labeled for Saturday delivery**
SAMPLE RECEIVING (Laboratory Use Only)
(
Relinquished by: 1xJb C�f
Receivec rr'_ ? Date: I f�r)/t' p Time: I S 3� AM
Sample Temperatures(°C): ( V) / I 0 / / Sample Condition: TC CC(
WHITE=Laboratory copy YELLOW=client copy

Effluent Toxicity Statistical Results - Chronic Pass/Fail Date: 12/18/08
Facility: STATESVILLE-3RD CREEK NPDES#: NC0020591 Pipe#: 01 County:IREDELL
Laboratory Performing Test: MERITECH, INC
Reduction: 6.51% CONTROL 39% Effluent
# Replicates 12 12
Female Live 12 12
Adult Male 0 0
Adult Dead 0 0
Adult Mortality 0.00% 0.00%
# Neonates 307 287
Mean # Neonates 25.583 23.917
Standard Deviation 2.314 2.610
Coefficient of Variation 9.046%
Fisher's Exact Test
A = 12 B = 12 a = 12 b = 12
a/A = 1.00 b/B = 1.00
Success is: survival
Critical b value = 8
12 > 8
The test concludes that the proportion of survival is not
significantly different for the control and the effluent groups.
Test Passes!
SHAPIRO-WILK'S TEST FOR NORMAL DISTRIBUTION OF DATA
ORDERED OBSERVATIONS
i Group Neonates Centered i Group Neonates Centered
1 C 20 -5.5833 13 C 26 0.4167
2 E 20 -3.9167 14 C 26 0.4167
3 E 20 -3 .9167 15 E 25 1.0833
4 E 21 -2.9167 16 E 25 1.0833
5 C 24 -1.5833 17 E 25 1.0833
6 C 24 -1.5833 18 C 27 1.4167
7 E 23 -0.9167 19 C 27 1.4167
8 E 23 -0 .9167 20 E 26 2.0833
9 C 25 -0.5833 21 C 28 2.4167
10 C 25 -0.5833 22 E 27 3.0833
11 E 24 0.0833 23 C 29 3.4167
12 C 26 0 .4167 24 E 28 4.0833

SHAPIRO-WILK'S TEST FOR NORMAL DISTRIBUTION OF DATA (cont.)
COEFFICIENTS AND DIFFERENCES
i x(n-i-1) x(i) a(i) x(n-i-1) - x(i)
1 4.0833 -5.5833 0.4493 9.6666
2 3.4167 -3.9167 0.3098 7.3334
3 3.0833 -3.9167 0.2554 7.0000
4 2.4167 -2.9167 0.2145 5.3334
5 2.0833 -1.5833 0.1807 3.6666
6 1.4167 -1.5833 0.1512 3.0000
7 1.4167 -0.9167 0.1245 2.3334
8 1.0833 -0.9167 0.0997 2.0000
9 1.0833 -0.5833 0.0764 1.6666
10 1.0833 -0.5833 0.0539 1.6666
11 0.4167 0.0833 0.0321 0.3334
12 0.4167 0.4167 0.0107 0.0000
1
W = X 129.5232
133.8333
Calculated W = 0.968 Critical W = 0.884
0.968 x 0.884
The reproduction data is normally distributed
evaluated at a 99% confidence interval.
Test Passes!
F test for Homogeneity of Variance
Effluent variance 6.8106
F = _ = 1.27
Control variance 5.3561
Numerator degrees of freedom: 11 Denominator degrees of freedom: 11
Critical F = 5.32
1.27 s 5.32 =► The Test PASSES, the variances of the two groups
are significantly the same, homogeneous.

EQUAL VARIANCE t TEST
25.6 - 23.9
t = = 1.655
1.007
Degrees of freedom = 22
Critical t = 2.508
1.655 < 2.508
Test passed. There is not a significant difference in reproduction
between the Control and the effluent evaluated at a 99% confidence interval.
Chronic Test PASSES

Effluent Toxicity Report Form-Chronic Fathead Minnow Multi-Concentration Test Date:12/22/2008
Facility Statesville-Third Creek NPDES#NCO() 20591 Pipe#: 001 County: Iredell
Labor t.y/'Ne tech, Inc. Comments!
Signatdre of Operator in Responsible Charge •
..
` j •
X -.),•........_____--'•
,�"/Lr• /2�_/',
''
Signature of Laboratory Supervisor
MAIL ORIGINAL TO: Environmental Sciences Branch
Division of Water Quality
NC DENR
1621 Mail Service Center
Raleigh,NC 27699-1621
Test Initiation Date/Time 12/9/2008 3:00 PM Avg Wt/Sury Control 0.608 Test Organisms
%Eff. Repl. 1 2 3 4 Cultured In-House
Control Surviving# 10 10 10 10 %Survival 100.0 7 Outside Supplier
Original# 10 10 10 10
Wt/original(mg) 0.669 0.574 0.610 0.579 - Avg Wt(mg) 0.608 Hatch Date: 12/8/08
9.75 Surviving# 10 9 10 10 %Survival 97.5 Hatch Time: 3:00 pm CT
Original# 10 10 10 10
Wt/original(mg) 0.631 0.527 0.537 0.644 1 Avg Wt(mg) 0.585
19.5 Surviving# 10 10 10 10 %Survival 100.0 1
Original# 10 10 10 10
Wt/original(mg) 0.543 0.566 0.676 0.575 Avg Wt(mg) 0.590
39 Surviving# 10 10 10 10 %Survival 100.0
Original# - 10 10 10 10 _
Wt/original(mg) 0.679 0.649 0.545 0.523 Avg Wt(mg) 0.599
58.5 Surviving# 10 10 9 10 %Survival) 97.5
Original# 10 _ 10 10 10
Wt/original(mg) 0.547 0.479 0.506 0.652 Avg Wt(mg) 0.546
78 Surviving# 10 8 10 9 %Survival 92.5
Original# 10 10 10 10
Wt/original(mg) 0.513 0.444 0.465 0.556 Avg Wt(mg)I 0.495
Water Quality Data Day
Control 0 1 2 3 4 5 6
pH(SU)Init/Fin 8.06 / 7.65 8.02 / 7.75 7.89 / 7.91 8.03 / 7 78 8.01 / 7.66 7 92 / 7.60 7.93 / 7.65
DO(mg/L) !nit/Fin 7.67 / 6.93 7.59 / 7.75 7.98 / 7.58 7.77 / 7 75 8.03 / 6.98-7.88 / 7.36 7.83 / 7.34
Temp(C)Init/Fin 25.2 / 24.9 25.0 / 24,8 25.1 / 24.8 24.9 / 25.2 25.0 / 24.8 25.0 / 24.9_24.9 / 24.9
High Concentration o 1 2 3 4 5 6
pH(SU)Init/Fin 7.38 / 7.66 7.60 / 7.86 7.71 / 7.98 7.83 / 8.01 7.61 / 7.65 7.49 / 7.68 7.40 17.61
DO(mg/L) Ina/Fin 8.24 / 6.10 7.32 / 7.30 7.58 / 7.26 7.38 / 7.67 7.34 / 6.52 7.21 / 6.89 6.85 / 6.68
Temp(C)Ind/Fin 25.3 / 24.9 24.8 / 24.8' 25.2 / 24.8 25.0 / 25.2 25.0 / 24.8 25.0 / 24.9 24.9 / 24.9
Sample 1 2 3 Survival Growth Overall Result
Collection Start Date 12/8/2008 12/9/2008 12/11/2008 Normal I I N I ChV 67.5
Grab Hom.Var. I I NI
Composite(Duration) 24.0 24.0 24.1 NOEC 78 58.5
Hardness(mg/L) 34 - 42 40 LOEC >78 78 -
Alkalinity(mg/L) 105 127 104 ChV >78 67.5 _
Conductivity(umhos/cm) 980 1062 657 Method Steel's Dunnet's
Chlorine(mg/L) <0.1 <0.1 <0.1
Temp.at Receipt(°C) 1.8 2 1 1.0 Stats Survival Growth
Conc. Critical Calculated Critical Calculated
Dilution H2O Batch# 313 _314 315 316 317 9.75 10 16 2.41 0.5278
Hardness(mg/L) 50 48 44 44 40 19.5 10 18 2.41 0.4086
Alkalinity(mg/L) 63 53 54 56 57 39 10 - 18 2.41 0.2043
Conductivity(umhos/cm) 214 237 211 212 223 58.5 10 16 2.41 - 1.4075 *
78 10 14 2.41 2.5766
DWQ Form AT-5(1/04)

Meritech, Inc.
Chronic Fathead Minnow Benchsheet
Transfer and Feeding Dates and Times
Client: Statesville - 3rd Creek #of Organisms per Chamber: 10 Start Date: 12/9/08 Time: 7.5( )
NPDES#: NC 0020591 Test Vessel Size: 400 ml End Date: 12/16/08 Time: f DI c'`..,-
Initiated by: ''< '- 1',' Test Solution Volume: 250 ml
Date/Time Fed: 12/9/08 j2-(i^^-- Temp.of Stock: Z.S•2- °C Randomization: itip No
Date/Time Born: 12/8/08 3:00 PM cT #of Reps: 4 Incubator#:
Transferred by: Fed by:
Date Time Initials Date Time 1 Initialsniy Time 2 Initials Time 3 Initial
Day 1 12/10 la:I�r Irt,L _ Day 0 12/9 )C(OcL,L 4:: 12Cr),/ )6- a;Copm Wl.'
Day 2 12/11 CIA 5A1) KLL.., Day 1 12/10 tY/.��^,' AL 12:'-I5irn MK.. g:Cepll KR-
Day3 12/12 ttLVim-- OIL- Day2 12/11 jiZJC64n-• lig If 1J(41j iiL, 1-1'Cer N-(--
Day4 12/13 g.g.)0,.- fig Day3 12/12 8:is, 1V_ /2 ,0 , � ) 1.L / .
Day 5 12/14 5 c:ti //0 pay 4 12/13 7. �L,_ `;b-- �_,t 51 * *
12/15 \ 12/14 / I 1 *
Day 6 110, �`� Days 6L�c,. `��' io r 1-x.x.,
Days 12/15 76%'c� - i L INft"- /� Vie
Test Termination Data —_//1% �'',
Initials/Signature: 61(- ' a-,j9,..w.uol11.�,. =Weekend, only 2 feedings needed
End Date: 12/16/08
End Time: /0/S-4'

MER/TECH, /NC_
ENVIRONMENTAL LABORATORIES
fl Oiais,cun cf t4 t(•r T??chno/oyy and C c,ntroLs• /nc
Chemical and Physical Determinations
Client:5A-esolie - 3fri Creek. NPDES#: caovDE 1% Start Date: j2-/9/05' Time: 3C0
Test Organism: Pimephates promelas Analyst(s):nt /7,`7/y1J2-- End Date: I2-/ik, / ( Time:
Day
Concentration: control 0-1 1-2 2-3 3-4 4-5 5-6 6-7 Remarks
Batch# 313 31/ •31 l - '' 3/
pH Initial g`,O10 02 749 3'.03 15,61 '1/12, —?.93
Final -MD. •).7 5, 7 // 7 ,1 . r,be 7'6 D
D.O. Initial 7(07 757 ,r'g 7.7 ) 5 .P 3 '1 E 7''3
Final, 10_613 775 " 7s—P.) l. 75 1✓FIP, 34(
Temp. Initial 2 5 2. _ -2_5;0 2-5.I ?3 L? 2 ,O )q- !
Final 14. 1 24.E -2,,? • cK' (1 iK �9,1
Conductivity Initial .1,14 ''-' 210 ) I o210 214 ?.3
Final Ll 2L5 ,R3t ,2,31 ‘9.(-) ILN G;_
Residual Chlorine L.0.` Gu. 1 '412: 1 6-;. I 1.6:` l ZL. I
Hardness 3-0 q Li ._ qil
� L
Alkalinity (3 =f--1 y` ,5(}
Day
Concentration: 9,75/ 0-1 1-2 2-3 3-4 4-5 5-6 6-7 Remarks
pH Initial '7,-2 O .7.'1 L . fl ?,' 7, 11. 7• �l
Final "rl 2 7 7, �•� �. S"V 'r,t,3 7,(0 C L0
D.O. Initial 777 760 ).$ 7,(t27 7.e7 1,Ec. 780
Final (0.1f7 7, cA 7.52_ .7/ lr•.R5 7,z) 7, ZI
Temp. Initial *ZS Z— :.'S .() 2.5.1 ' �' � 2 .C- ? /.`,
Final zq 214. _' `1 ;S' ?).?-• -`•\.\/, ' —i
Conductivity Initial 1 2go 33 2 51 2.(, .7 2(
Final �.'Lf. 30a 3,,d' 3s-6,_
Residual Chlorine LO, 4 0. I 1-e•1 L-.'-,j
Day
Concentration: iq„S / 0-1 1-2 2-3 3-4 4-5 5-6 6-7 Remarks
pH Initial 7 (,.5 7f.,)•3 7.S-5 7.R3 7.7q r1t14 7(a_S
Final 7,6,3 7. %.b '?. ' 7. !t 9 l7, 2, 742 / 7'
D.O. Initial 7 L 7.57 7 76? 7•69 7 7{09 —
Final (a.. , 7: 70 L.-1(% )2. () %•
Temp. Initial Zj,Z ZS.0 25.1 S �? O _2-
Final ?i C Z 75 2, �-1 9
Conductivity Initial 3r1L) '�7ct .3 O � 3C7
Final 3e( 11 _'t0`I 3 2b 3S
Residual Chlorine 40.1 1-0 ! ma)• cr, 1 1 r;'

MER.1 TECH //V C_
'(FNV IFf O NM EN TAL LABO f2ATO RI FS'•
Chemical and Physical Determinations
Page 2 of 2
Client:j{ri-T'esystie. - 20-e.) Creek NPDES#:AK. 00 5"q I Start Date: ( Z/r/lj Time: -35
Test Organism: Pimephales promelas Analyst(s): 11 L-1 ffl L End Date: /21/.ta/c8" Time: J O I J -
Day
Concentration: 3(7 V 0-1 _ 1-2 2-3 3-4 4-5 5-6 6-7 Remarks
pH Initial 7,"f 7, (, 7 - tr'D , 7.8 7 r.13 '7.6,ca 7,S2-- .
Final "7,(,,(,,_ "1•`33 7.90 7.4 1.CA _ 7,(07 -?•VZ
D.O. Initial 7 90 7,50 .7 ' 4 T 2,5-2
7•y 1 I.52 3 2 -
Final 6•3 7 , `1`3 7,3F� -i•lr. 1,,.L( _-?b'I 7.-7_/V
Temp. Initial_ 2.2_ z..d 25.2- - .1 b _25.O Z N. 9
Final Zti .(I 214,S -11 i( _ ?S.Z• ),q, '/,9 -2--Li,0
Conductivity Initial 5 C-7 --, ;i 539 g-,,?6 I R( 3 r ' 'WOFinal '')-2..." cL3 S 7e S t9 S- Li A _Lt 49 4.2.1
Residual Chlorine GC eLp. 1 4.0.1 • ! "
Day
Concentration: 5R,$ /, 0-1 1-2 2-3 3-4 4-5 5-6 6-7 Remarks
pH Initial ;,I./3 7, (DU 7.. -I 7,2;2 J. 47l '1• gi *7,q
Z
Final 7, (,5' 7. , �?.'3' ") , C 7 4. ( 3 7.6, 7•�I
D.O. Initial) ,. � 7Oil 7,37 '7 -Ki•6 U 7.' , '7. .1 (7,:3C% 7c.))
Final_ to,Z , 3 7 7.3 / 7.4.} (0. jr( (-•.q 7 [:.,7 z
Temp. Initial Z.S;2 2 i4.9 25-1 _%1 .57
,0 2 5,L` U',
Final _'-Ll .C( 24.6 :`` ;i 7---•S•2- 7, .1; -2-1.- 2-9/1
Conductivity Initial (G -./ (12 7/e2. 1,1,y 2, 4 `t7S"
Final :'- :.5 74.E 7,10 i-i ca G. f) Licit,
Residual Chlorine =C. 1 . .o, ' p.t ) -- • _. i
L ,i..
Day
Concentration: 7 / , 0-1 1-2 2-3 3-4 4-5 5-6 6-7 Remarks
pH Initial -7.?7g" 7 G 7 71 79,3 7, GI , r(.f1 7,LiG
Final we 7,(61.2 7G/K .DI '1,(✓5 '7f(is/ 7.(91
D.O. Initial_ ,2.I 7 32.. 7. 5"2 -7.38 7, 3_9 '1,2( • s'
Final (p,/D 7 .30 7,Z60 761 14.62. (p,Rs"? IP•&, '
Temp. Initial 'Z5,3 ZLI. 25.2, -c.� � 0 25.0 �V 7
m- i1.-'1-rAS Final • L1 c( N.- : '1 a' 2 5 2- �y.K' 2-/9 2 4, 1
Conductivity Initial k,."I41 t{' ., „ ( $ 5 $cup G S
;;j Final ? C 8,54. q03 irs-5`-- .5q P. 4--L-z3 57 S
Residual Chlorine .G, 1 4-0• ' -O.1 , 1 = I `-- 1 ''.:::- i
Day
Concentration: 100% 0-1 1-2 2-3 3-4 4-5 5-6 6-7 _ Remarks
pH 7,Z, 14791-6 1911 7. 1 7•y 7
Conductivity cf ss e l 1, a. L 57 _
Residual Chlorine < C. / 41_(. I A u / .
Hardness 3 y y 2 Li()
Alkalinity 1 O5 1 a7 JO 4-/ i

MERITECH, INC.
Mortality Data: Chronic Fathead Test
Client: tl-esj,ile_ - Ztt.-1 Creek Start Date: r 21/41:Y Start Time: -J(n ^^�
r�
End Date. I Z4..74 End Time: /Ol)`61".
Concentration Con+co f
Day 0 Day 1 Day 2 Day 3 Day 4 Day 5 Day 6 Day 7
Rep#1 v 0 C 0 0 00 _
Rep#2 0 0 C 0 ( 0 0 0
U
Rep#3 0 0 (, 0 0 0
Rep#4 0 0 C 0 ice' - 0 V
Concentration q,75/
Day 0 Day 1 Day 2 Day 3 Day 4 Day 5 Day 6 Day 7
Rep#1 0 0 C O -i' %) 0 0
Rep#2 0 Li 1,::: 0 '� _ 0 01
Rep#3 Ll 0 tom, O 0 0 0
(J
Rep#4 00 C 0 �,.i 0 00
Concentration 19,5
Day 0 Day 1 Day 2 Day 3 Day 4 Day 5 Day 6 Day 7
0
Rep#1 0 C0 0 0 0
Rep#2 0 0 C 0 U 0 0
Rep#3 V C C �) U 0 0
Rep#4 0 0 C 0 0 v 0

MERITECH, INC.
Mortality Data: Chronic Fathead Test
Client: 3 &ke5U;J1G - 3cr.1 Creek Start Date: i 2"/y��Start Time:
End Date. i Z//&4/End Time: !11)1)0-A.--
Concentration 39 ',
Day 0 Day 1 Day 2 Day 3 Day 4 Day 5 Day 6 Day 7
Rep#1 0 0 CI 0 (- () 0 0
Rep#2 0 0 C- 0 C' 0 0 0
Rep#3 0 0 0 0 L 0 Q 0
Rep#4 (.1 0 [.‘ 0 :J U iJ '0
Concentration 5Pbj V
Day 0 Day 1 Day 2 Day 3 Day 4 Day 5 Day 6 Day 7
0
Rep#1 O i ' 0 f\
L) 0
Rep#2 V 0 ( 0 i- C.) Fl - O
Rep#3 0 0 i 0 '- 0 0 _ I _
Rep#4 C) 0 t-' 0 'j L (? 0
Concentration •7f3 ` .
Day 0 Day 1 Day 2 Day 3 Day 4 Day 5 Day 6 Day 7
Rep#1 0 0 i % n ' 1 _ U 0 0
Rep#2 Cl 0 ___ C _ t' 1
Rep#3 0 D C 0 `i - `-' 0 0
Rep#4 U _ �� 0 `J O

ENVIRONMENTAL LABORATORIES
FISH LARVAL SURVIVAL/GROWTH DATA SHEET
CHRONIC FATHEAD MINNOW
Facility: SirdeStiL(1 - -;r1.4 Creel: Page: I of 2
NPDES #:tuc 002.j5 1/ Outfall: poi
Date of Test: 1
Initial weights taken on: I2-1 I-C£ by: ItL. Organism: Pimephales promelas
Final weights taken on: 1z-j'l-Cb by: MA__,
PAN WT. PAN +ORG. WT. OF ORG. MEAN
CONC REP (mg) WT. (mg) (mg) #ORG. WT./ORG.(mg) SURV
A Ye!.LJ5 808.i4 (o. D U. t:69 I )
B Ece.23 Bos.cri 5.'74 ID 0. 5f leY%
c 805.3c, 81 i. 10 G: 10 0. 1010 1
t
D fZ. .'7g I v o.5�ci (w
Sort. � G� 5 �
A 8 --C.3q 8 ,�G 6,•31 TO O. 6,.E 1 j��\J
C T
q35 z B e63.55 WWW.82d 5.2`tt 0. 521 qv
Bee.Z8 5. 39 1 u D.5.3'1 I�U
D F02.Fl)C.` 211 (G.y , 1 U 0.644 l t)
A 805.50 giO.G3 .1-13 t 0. 6143 0U )
19,5 / B 8o3. i2 ac.R.'1B 5. ivy (v 6.566 (i\
c Ec6.2t, Biz.%) 6;..rt(4. ID (o. vut / O
D Bo4,41 N 0,Lac 5.r15 ( U 0. 5)15 ( UU

ENVIRONMENTAL LABORATORIES
FISH LARVAL SURVIVAL/GROWTH DATA SHEET
CHRONIC FATHEAD MINNOW
Facility: 5tAke ,vL)!e -3czi Creek Page: Z of 2
NPDES #: co105z?/ CR Outfall: O /
Date of Test: i -/q/0 g'
Initial weights taken on: 12- I j-08 by: Kt.. - Organism:_Pimepha/es promelas
Final weights taken on: L2-)'(-4$ by: 1'LL
PAN WT. PAN +ORG. WT.OF ORG. MEAN
CONC REP (mg) WT. (mg) (mg) #ORG. WT./ORG.(mg) SURV%
A E03,16 8/0. 5L (o.`7g , I 0.v7q
L ". 10 0, 6 i(5
3? / B '�1�.4c �o� � � 4q �� �
c 7c(c.52, . Bot,c q 5.45 _ /0 0, S -15
D �� , .35 'Icv1.5b 5,23 10 D. 523 1
A 11(13.55 5.4`1 10 e..9 /t
58.5 / B r riq.31 ee4. 1 D o.t-i rm , /03
c 8o4. ►5, C(0 � 0. 5txO "I U
o 8e2_ 2. 8l1.o4 G.52. ) 1) o. c,52 103
A flg5.83 gee Plc; 5.13 + 0 o. 513 /N
-2? / B 198.1 8e2.( c Li.g4 0. 1-1,44
c 805.31 _ 810.04 V 0. 44(45 I ()
D Bort r 2,1 812 .11 5.5(D 1 D.5 a
C , -c•niC I44 {i i5 (offa5/.

MERITECH, INC. Meritech Sample ID#:
Bioassay Sample Chain of Custody
642 Tamco Rd,Reidsville NC 27320 I
Phone: [phone] Fax: [phone]
Email: btmrtechObelisouth.net Web Site: www,meritech-labs.com
CLIENT INFORMATION
Client: -Q:v-z„?_,Ce__, 3 ' c.,Le �ti Poll.
Contact Person: .51,6e y1, /�� ef../g '7-S� NPDES#: NC 002 5e j
Address: 193 Lf/ �/?7i'/-Z. )4(4 Phone: — Sx-3
City: ...5' s G .-ram� Pipe#: a /
County: .J�geUee..e..&.. State: AIC Zip: 649
SAMPLE INFORMATION
Sample Site: E /L!-e
Sample Type: E Grab jg1 Composite #of containers: Z
Sampling Time: Start Date: l2/WO, Start Time: /000 110 PM
End Date: /2hJ?S" End Time: COO AM PM --• CHRONIC TESTS SHOULD BE AKEN
AFTER 10:0D AM IF AT ALL POS BLE
***SAMPLE CONTAINERS ARE TO BE COMPLETELY FULL(no air space),CHILLED E ED WITH ICE *
Collector's Name: Print. 7;4 /, /'d»rt Signature: i1----y
TOXICITY TEST INFORMATION
Test Required: 4 Chronic(7 days) Test Organism: X Ceriodaphnia dubia (water flea)
❑ Acute(24-48 hours) [4. Pimephales promelas (fathead minnow)
❑ Mysldopsis bahia (shrimp)
IWC: . ' /%_ Test ConcentrationsJ (if multiple dilutions): j
Comments: 2i9/7)(2 p�i (Q$ S tit
SHIPPING INFORMATION 8 /
Relinquished by: Date: I2/4)Q Time: /Q2-2- AO PM
Received by: Date: ) )- 9_ 0 S Time: l4 :L PM
Relinquished by: Date: I Z-9- 0 67 Time: al I t A AO
Received by: Date: Time: A PM
Sample Temperature(°C):
Method of Shipment: ❑ UPS ❑ Fed EX ❑ Meritech Pick-up
**Samples shipped on Friday must be FedEx and must be clearly labeled for Saturday delivery**
SAMPLE RECEIVING (Laboratory Use Only)
Relinquished by.'rri
C
Received by: u�- Date: 1d/5�G Time: .Z)� AM (?I2
Sample Temperatures(°C): 1 IQ' / / ` Sample Condition: -i,tl /; 44��//
,
WHITE=Laboratory copy YELLOW=Client copy

MERITECH, INC. Meritech Sample ID#:
Bioassay Sample Chain of Custody
642 Tamco Rd, Reidsville NC 27320
Phone: [phone] Fax: [phone]
Email: txmrtechObetlsouth.net Web Site: www.meritech-Itbs.com
;b4�Q CLIENT' I�NFO�RMATION,
Client: , �(/z 3/?p/ Gam( #'L fit.lk7/ -P7 PO#:
Contact Person: r 52./q.15 \J ,�j /.6077S NPDES#: NC 002 L 9 f
i
Address: �� ��/'�797z - red _ Phone: 7-04/e 7a 3T
City: ,51 t $l/ Pipel #: a /
County: !fi /g _ State: le-. Zip: GdPi(o2„S
SAMPLE INFORMATION
Sample Site:
Sample Type: ❑Grab ✓t' Composite #of containers: Z
Sampling Time: Start Date: /Z-/CJ f 08 Start Time: I10 OP PM
End Date: =-f fO/2 End Time:1000 P PM —► CHRONIC TESTS SHOULD BE TAKEN
AFTER 10:00 AM IF AT ALL POSSIBLE
***SAMPLE CONTAINERS ARE TO BE COMPLETELY FULL(no air space),CHILLED AND COVERED ITH ICE***
Collector's Name: Print.Apr j'r `? tL G� Signature: afA.L--
TOXICITY TEST INFORMATION
Test Required: Chronic(7 days) Test Organism: , ] Ceriodaphnia dubia (water flea)
❑ Acute(24-48 hours) X Pimephales promelas (fathead minnow)
❑ Mysidopsis bahla (shrimp)
IWC: 6-31// % Test Concentrations(if multiple dilutions):
Comments: ?1 J pJ7i /f2 px_73./77&/ftt
/SHIPPING INFORMATION
Relinquished by: Date: _ JZ//CJ/Op Time: f 155 CO PM
Received by: Date: /Y—/a'"z' Time: //: `-s PM
Relinquished by: Date: /Y/o- OO Time: 2 ' AM a)
Received by: Date: Time: AM PM
Sample Temperature(°C):
Method of Shipment: ❑ UPS ❑ Fed EX ❑ Meritech Pick-up
**Samples shipped on Friday must be FedEx and must be clearly labeled for Saturday delivery**
SAMPLE RECEIVING (Laboratory Use Only)
c�Q
Relinquished by: / ,J.'- Ploy-0
Received by: Date: `a j t 0/C Time: a d A
Sample Temperatures(°C): e[ •, _I a•`1 I I Sample Condition:_ _L _
WHITE=Laboratory copy YELLOW m Client copy

MERITECH, INC. Meritech Sample ID#:
Bioassay Sample Chain of Custody
642 Tamco Rd,Reidsville NC 27320
Phone: [phone] Fax: [phone]
Email: txmrtechabellsouth.net Web Site: www.meritech-iabs.com
J CLIENT INFORMATION
Client: (Q5 // .3 G (.it.) PO#: �� /
Contact Person: .5is�/ ,� L" ''9 NPDES#: NC /W205C:::
Address: pgs // Phone: 7v /-P/O
City: .57 //7 Pipe#: Q/
County: , State: Ar Zip:Ze5;697�7
/�- SAMPLE INFORMATION
Sample Site: E-c—C-L/
Sample Type: _ Grab ,K Composite #of containers: OZ.
Sampling Time: Start Date: /21/f/.0e Start Time: 9_51 (3 PM
End Date: i2-/i2- End Time: 9T✓ (3 PM CHRONIC TESTS SHOULD BE TAKEN
AFTER 10;00 AM IF AT ALL POSSIRLE
***SAMPLE CONTAINERS ARE TO BE COMPLETELY FULL(no air space), CHIL D, P 4 -ED WITH ICE***
Collector's Name: Print: i '(AA Signature:
TOXICITY TEST INFORMATION
Test Required:"11. Chronic(7 days) Test Organism: Ceriodaphnia dubia (water flea)
❑ Acute(24-48 hours) as< Pimephales promelas (fathead minnow)
❑ Mysidopsis bahia (shrimp)
IWC: 3 9 % Test Concentrations(if multiple dilutions):
Comments: 7'/jy2e pI7a-le i-79-e nS -
SHIPPING INFORMATION / -�
Relinquished by: —� Date: l 2//2/Odp� /Time: U`T 5 AM
Received by: Date: ///�—/2i--C�Ca— Time: /- 4/5 AM PM
Relinquished by: Date: /07 - ° Time: '5"--3S AM PM
Received by: Date: Time: AM PM
Sample Temperature(°C):
Method of Shipment: ❑ UPS ❑ Fed EX ❑ Meritech Pick-up
**Samples shipped on Friday must be FedEx and must be clearly labeled for Saturday delivery**
SAMPLE RECEIVING (Laboratory Use Only)
Relinquished by:e r C s,
Received"by: ' /1"-- ll Date: l 4 t/c)IC' Time: S 3� AM
Sample Temperatures(°C): ( O /_ 1 V 1 i Sample Condition: ICCC(
WHITE=Laboratory copy YELLOW=Client copy

Title : statesville - 3rd creek
File: 3rd Transform: NO TRANSFORMATION
Bartlett ' s Test for Homogeneity of Variance
Calculated B1 statistic = 1 . 2724 (p-value = 0. 9377)
Data PASS B1 homogeneity test at 0 . 01 level . Continue analysis .
Critical B = 15 . 0863 (alpha = 0 . 01, df = 5)
= 11 . 0705 (alpha = 0 . 05, df = 5)

Title : statesville - 3rd creek
File: 3rd Transform: NO TRANSFORMATION
Shapiro - Wilk' s Test for Normality
D = 0 . 0699
W = 0 . 9156
Critical W = 0 . 8840 (alpha = 0 . 01 , N = 24)
W = 0 . 9160 (alpha = 0 . 05 , N = 24)
Data PASS normality test (alpha = 0. 01) . Continue analysis.

Title : statesville - 3rd creek
File: 3rd Transform: NO TRANSFORMATION
ANOVA Table
SOURCE DF SS MS F
Between 5 0 . 0367 0 . 0073 1 . 8919
Within (Error) 18 0 . 0699 0 . 0039
Total 23 0 . 1066
(p-value = 0 . 1458)
Critical F = 4 . 2479 (alpha = 0 . 01, df = 5, 18)
= 2 . 7729 (alpha = 0. 05, df = 5, 18)
Since F < Critical F FAIL TO REJECT Ho: All equal (alpha = 0. 05)

Title: statesville - 3rd creek
File: 3rd Transform: NO TRANSFORMATION
Dunnett ' s Test - TABLE 1 OF 2 Ho:Control<Treatment
----------------------- ---------------- ---------- ---- -----------------------
TRANSFORMED MEAN CALCULATED IN SIG
GROUP IDENTIFICATION MEAN ORIGINAL UNITS T STAT 0 . 05
1 control 0.6080 0 . 6080
2 9 . 75 0. 5848 0 . 5848 0. 5278
3 19.5 0. 5900 0 . 5900 0.4086
4 39 0.5990 0 . 5990 0 .2043
5 58 .5 0.5460 0 . 5460 1.4075
6 78 0.4945 0.4945 2 .5766 *
Dunnett critical value = 2 .4100 (1 Tailed, alpha = 0 . 05, df = 5, 18)
Title: statesville - 3rd creek
File: 3rd Transform: NO TRANSFORMATION
Dunnett ' s Test - TABLE 2 OF 2 Ho:Control<Treatment
NUM OF MIN SIG DIFF % OF DIFFERENCE
GROUP IDENTIFICATION REPS (IN ORIG. UNITS) CONTROL FROM CONTROL
1 control 4
2 9. 75 4 0 . 1062 17. 5 0 . 0232
3 19. 5 4 0. 1062 17 .5 0 .0180
4 39 4 0 . 1062 17.5 0 . 0090
5 58 . 5 4 0 . 1062 17. 5 0 . 0620
6 78 4 0 . 1062 17. 5 0 . 1135

Title: statesville - 3rd creek survival
File: 3rdsurvival Transform: NO TRANSFORMATION
Shapiro - Wilk's Test for Normality
D = 0 . 0425
W = 0 . 8184
Critical W = 0 . 8840 (alpha = 0. 01 , N = 24)
W = 0 . 9160 (alpha = 0. 05 , N = 24)
Data FAIL normality test (alpha = 0 . 01) . Try another transformation.
Warning - The first three homogeneity tests are sensitive to non-normality
and should not be performed with this data as is .

Title: statesville - 3rd creek survival
File: 3rdsurvival Transform: NO TRANSFORMATION
Hartley' s Test for Homogeneity of Variance
Bartlett ' s Test for Homogeneity of Variance
These two tests can not be performed because at least one group has
zero variance.
Data FAIL to meet homogeneity of variance assumption.
Additional transforr.ations are useless .

Title : statesville - 3rd creek survival
File: 3rdsurvival Transform: NO TRANSFORMATION
Steel ' s Many-One Rank Test - Ho: Control<Treatment
MEAN IN RANK CRIT. SIG
GROUP IDENTIFICATION ORIGINAL UNITS SUM VALUE DF 0 . 05
1 control 1 . 0000
2 9. 75 0. 9750 16 .00 10 . 00 4 . 00
3 19. 5 1 . 0000 18 . 00 10. 00 4 . 00
4 39 1. 0000 18 . 00 10 . 00 4 . 00
5 58 . 5 0. 9750 16 . 00 10. 00 4 . 00
6 78 0. 9250 14 . 00 10 . 00 4 . 00
Critical values are 1 tailed ( k = 5 )

�O N ATFgp Michael F.Easley,Governor
0 C. William G.Ross Jr..Secretary
{/l . North Carolina Department of Environment and Natural Resources
Q `C
1170 M:firi f4Water 711 EQ
�1
June 8, 2007 Y00: ,. OFFICf
JUN 1 2007
The Honorable Constantine Kutteh, Mayor
City of Statesville
Post Office Box 1111
Statesville, North Carolina 28687-1 1 1 1 Wilig_R_QUAIITYSECTION
SUBJECT: City of Statesville
Engineering Report
Project No. CS370395-03
Dear Mayor Kutteh:
The Construction Grants and Loans Section has completed its Technical and
Environmental review of the subject city of Statesville Engineering Report. A copy of the
comments resulting from this review is attached for your reference. The comments are also
being sent directly to your consulting engineer, McGill and Associates,by copy of this letter.
A revised Engineering Report that incorporates responses to these review comments should be
submitted for our review and approval as soon as possible. Providing thorough and complete
responses to these review comments in a timely manner is necessary to avoid delay of the project
approval.
If you have any questions or need additional information concerning the project or the
technical review, please contact Scott Smart, P.E. at(919)715-6200 or contact me at
[phone].
Sincerely,
Daniel M. Blaisdell, P.E., Assistant Chief
Engineering Branch
RSS/dr
Attachment
Cc: McGill Associates - Michael S. Apke, PE
Daniel Blaisdell, P.E.
PMB/DMU/FEU/SRF
Construction Grants and Loans Section One
1633 Mail Service Center Raleigh NC 27699-1633 NorthCarolina
Phone:[phone]/FAX:[phone]/Internet:www.nccgl.net
An Equal Opportunity/Affirmative Action Employer—50%Recycledil0%Post Consumer Paper Naturally

City of Statesville
Technical Review Comments
City of Statesville- Engineering Report
Proposed Wastewater Treatment Plant Improvements
Project No. CS370395-03
June 8,2007
NOTE: Please provide a response to all comments on a"comment for comment" basis. Where
appropriate, add or revise narrative in the text of the Engineering Report that addresses the issues
discussed in the comments. In addition, the comments and responses may be included as a part
of the report(e.g. in an appendix).
I. General
1. Please note that approval of the facilities plan does not constitute approval of sole source
procurement. Plans and specifications must comply with N.C. General Statute
Chapter 133, Section 3,prior to their approval.
2. Effective September 1, 2006, the Division's rules contained in 15A NCAC 2H have been
replaced by the new 15A NCAC 2T Rules. Minimum Design Criteria for both
non-discharging and discharging facilities can now be found in the 2T Rules. Please
confirm that all the engineering designs in this proposed project will meet the 2T Rules.
A copy of the new rules can be viewed at http://h2o.enr.state.nc.us/lau/main.html.
3. All real property associated with the project must be acquired in accordance with the
Uniform Relocation and Real Property Assistance Act of 1970.
4. Receipt of loans is contingent on the review and approval of the proposed loan by the
Local Government Commission.
5. The owner and consulting engineer should be advised that after approval of the
Engineering Report, there are several construction project permits, approvals,
certifications, etc., that must be obtained before the project plans and specifications can
be approved and the project is advertised for bids. Therefore, it is strongly recommended
that preliminary work to obtain the following items, if applicable, begin as soon as
possible:
a) Sedimentation and Erosion Control Permit from the Division of Land Quality, or a
letter from them stating that no permit is required for this project.
b) 401 Water Quality Certification and Army Corps of Engineers' 404 Permit for all
stream crossings, or letters from the Army Corps of Engineers and from the Wetlands
401 Certification Unit stating that none is required for this project.
Page 1 of 6

c) Section 10 Permit for aerial crossings of navigable waters, or a letter from the Corps
stating that none is required for this project.
d) A reasonable subsurface investigation that must be made available to the contractor. If it
is not included in the specifications, the specifications must advise where a copy of the
report can be observed. Typically, CG&L expects a boring about every 500 feet and at
each road crossing for linework and at all major structures like pump stations, aeration
basins, and clarifiers.
e) NCDOT encroachment agreements and Railroad encroachment agreements. Copies of
these agreements must be provided in the specifications or it must be documented how
all construction requirements associated with the agreements have been incorporated in
the plans.
f) All construction easements, permanent easements, and rights-of-way. These easements
and rights-of-way must be shown on the plans.
g) Easements on private property for construction of step systems or grinder pumps. The
easements need to be acquired and conditions of the easements need to be reflected in the
plans.
h) Provide a copy of the executed inter-municipal or inter-local agreement.
i) NPDES Permit when the project involves a new discharging facility or expansion to an
existing one.
j) Currently, SRF loan participation in Laboratory/Administration buildings funding is
limited to $165 per square foot. This participation amount is revised annually based on
construction cost indices. Please provide a total square footage and list these buildings
separately in the bid form so that eligible costs can be determined after receipt of bids.
k) If the project is located in a CAMA county, it will not require a CAMA permit but will
require a 404 permit. A consistency certification review under the Coastal Zone
Management Act should be commenced, along with the 404 permit application process.
6. Please note the following items regarding public participation:
a) One public hearing, with a two-week notification, is required. A copy of the
Engineering Report should be available for review by the public at least two weeks
prior to the public hearing.
b) Place an advertisement for the hearing in a newspaper having local area circulation.
The advertisement should:
1. Identify the time and location of the public hearing.
2. Advise when and where a copy of the Engineering Report can be reviewed.
Page 2 of 6

3. Provide a brief description of the proposed project.
4. Advise how much funding is required and identify the source of funding.
c) The information presented during the public hearing must:
1. Identify the problem;
2. Discuss the selected alternative;
3. Identify the amount of the anticipated loan or grant;
4. Discuss any required inter-local agreements;
5. Identity the effect this project will have on the monthly sewer bill for a typical
residential user of 5000 gallons per month;
d) Provide a summary of the hearing;
e) Provide an Affidavit of Publication of the hearing notice.
II. Section 2
1. Page 11: Please confirm the belt filter presses have a yield of 1,400 dry lbs/day each. If
this is the case, please show, by calculations, that these two presses will handle the
8.0 mgd plant.
2. Page 17: Was any investigation done on the condition of the 36" plant effluent line?
III. Section 3
1. Page 25 proposes that industrial "paper" flows of 0.99 mgd be used instead of the
CG&L preferred method described in the same paragraph that shows 0.30 mgd should
be allocated for the industrial flow. Please include supporting flow allocation
agreements or some other information to quantify the 0.99 mgd.
2. Page 26: Infiltration and Inflow, the 2.2 mgd of inflow includes values for
non-excessive infiltration, residential and commercial flows that have already been
included in the projected flow summation should be removed from the inflow
value.
Page 3 of 6

3. Based on the previous comment and if industrial flows are unable to be supported, the
total projected design flow could be as low as 5.5 mgd. In this case, SRF eligibility
would be limited to the costs of constructing the justified 20-year design capacity.
Thus a detailed cost estimate for both the proposed design and the 20-year design must
be included in a revised engineering report to develop a Reserve Capacity Cost Ratio
(RCCR). This RCCR may then be applied to SRF loan payments. If possible, an
alternative approach is to bid separately the proposed design and the eligible 20-year
design.
IV. Section 4
1. Page 35: Please include in the appendix, a copy of the Preliminary Engineering Report
completed in 2005 for the City of Statesville that evaluated various biological
treatment processes or, at a minimum, include the summary and pertinent excerpts.
2. EPA Wastewater Technology Fact Sheet on Sequencing Batch Reactors from 1999
states, "SBR's are typically used at flow rates of 5 mgd or less. The more
sophisticated operation required at the larger SBR plants tend to discourage the use of
these plants for large flow rates." Since the design of an average daily flow rate of
8 mgd is proposed in this project, and speculative limits were requested for a 9 mgd and
a 12 mgd plant, please address this topic.
3. Page 35: The new 42-inch interceptor appears to be sized for the peak flow at a slope of
0.10%. Sound engineering principles typically have effluent pipes crowns that are the
same or lower than the influent pipe crowns. This could take away 12-inches of fall,
depending on the existing conditions. Please show by calculations and existing invert
elevations that a 42-inch can carry the peak flow, or adjust design accordingly. Also,
provide a reasonable schedule for extending the 42-inch and replacing the rest of the
30-inch interceptor. Does the city have a replacement schedule based on flow in the
pipe, e.g. 50%, 75%, 90% full?
4. Page 35: Can the mechanical fine screens installed in 2005 pass the design peak
flow for the 8 mgd plant? Are these screens redundant? Similarly, is the existing
24-inch flume of standard design, such that it can pass 2.5 ft of head?
5. Page 36: Please provide the sizing calculations (including F/M ratio, MLSS at low
water level, decant rate...) that determined four(4) 120-foot diameter SBR tanks are
adequate for plant loadings and flow. Also, provide suggested SBR operating strategy,
showing each phase of operation and projected cycles per day.
6. Please give some information on how the programmable logic controller that will be
used for operating the SBR's will work.
7. Page 36: Please provide sizing and preliminary design calculations for the blowers.
Page 4 of 6

8. Page 38: Please expand on the future improvements needed at the Fourth Creek plant
to account for the increased sludge production from the Third Creek plant. Please
include discussion on: available capacity, projected sludge production from both
plants, financial capability to implement upgrades,current land application
rates/permit, how the solids will continue to comply with the 503 regulations, design
and construction stages of improvements. If design or construction stages are not
already started, what will trigger the start of these improvements? Finally, is any work
at the Fourth Creek plant part of this proposed project?
9. Table 4-1 on page 39 describes influent pump station improvements while Figure 4-1
shows main pump station abandonment and a new main pump station. Is there a
difference between these two descriptions?Also,provide preliminary design
calculations for this pump station.
10. Table 4-1 shows no demolition or abandoning costs. Are these costs included in other
items? Also, please describe what the $890,000 for expanding sludge digestion
facilities includes. Have any preliminary investigations of the conditions of the
aeration basins been performed to estimate this cost?
11. Table 4-1 costs Item No. 11, Yard piping at$1,160,000- Please include a drawing of
this piping and itemize this cost. Also, itemize Item Nos. 12 and 13.
12. Table 4-1 shows 2% closing cost on$18.9 million. Currently, SRF funding is limited
to$15 million per applicant. Please adjust this and the financial analysis provided in
the appendix. Also,provide information on how the remainder of the project will be
funded.
13. Please give a brief construction sequence describing how the plant will be able to
handle flows during the construction process for the chosen alternative.
V. Section 5
1. It is unclear if the first year's principal, interest, operation and maintenance costs will
be covered by user charges for that year's billable flow. Please breakdown this cost
and identify collectable user charges to show financial capability. General funds may
not be pledged for repayment.
2. Identify the effect this project will have on the monthly sewer bill for a typical
residential user of 5000 gallons per month, as would be presented at the public hearing.
Please express both the before and after costs in dollar values not percent increases.
VI. Appendices
1. Appendix F: Financial Analysis shows projected 2007 sales for water and sewer to be
Page 5 of 6

less than 2006. Please discuss this apparent loss in sales.
2. Appendix F: Financial Analysis appears to show projected development fees as
financial capability to repay loans. Based on the current CG&L policy, financial
capability must be based on the user charges for the first year of the loan. Please clarify
and adjust the user charges accordingly in a revised engineering report.
3. Appendix F: Financial Analysis shows new operating expenses starting in 2012. What
are these new operating expenses?
4. Appendix F: Financial Analysis shows two(2) $8,000,000 loans and another$4,100,000
loan at different interest rate. Please provide detail on all funding sources for this
project similar to question IV.12 above.
Page 6 of 6

•
CITY OF STATESVILLE
Environmental Review Comments
Engineering Report and Environmental Assessment
Project No. CS370395-03
June 8,2007
General
1. Based on information provided in the environmental assessment (EA), it is unclear whether
any field investigations occurred to verify that no wetlands or streams were present on or
adjacent to the wastewater treatment plant (WWTP) and to verify the types of flora and fauna
present, (including whether any threatened and endangered [T&E] species were present). If
such investigations occurred, please note the date in the appropriate sections (e.g., Wetlands).
If no field investigations occurred,please explain why.
2. References
a. Per North Carolina Department of Administration (NCDOA) guidance, which is used by
Construction Grants and Loans for environmental review, please provide a section that
contains the full citations for all data sources cited in the document.
b. When data sources (e.g., soil surveys, National Wetlands Inventory [NWI] mapping, etc.)
are mentioned in the text, parenthetically cite the source in the text and provide a full
citation in the References section so that the reader can easily locate the source.
II. Alternatives Analysis: Per NCDOA guidance, summarize each alternative in a paragraph and
then provide the rationale as to why or why not the alternative was the accepted alternative.
Refer back to the appropriate section in Section 4 of the technical report for more detail.
III. Existing Environmental Characteristics of Proiect Area
1. Topography
a. To provide a better understanding of the local topography, discuss the topography of the
area surrounding the site.
b. Since the floodplains appear to encroach upon the WWTP, please show the location of
these floodplains on a figure that includes the features of the proposed expansions at the
WWTP.
2. Wetlands: Per NCDOA guidance, for each of the three wetlands, describe the primary
function of the wetlands (e.g., flood control, wildlife habitat, groundwater recharge).
3. Public Lands and Scenic, Recreational and State Natural Areas: Please provide a data source
for this information (e.g., from the City of Statesville, Iredell County).
4. Areas of Archaeological or Historical Value: Please provide the data source for this
information(e.g., was the NC Department of Cultural Resources contacted to determine
whether no studies had been conducted?).
5. Air Quality: To provide a better understanding of the air emissions of the site and
surrounding area, discuss other air emissions from the vicinity (e.g., roadways, industrial
facilities, etc.).
Page 1 of 3

6. Noise: To provide a better understanding of noise within the vicinity of the site, discuss
other sources of noise from the vicinity surrounding the site (e.g., local roads, highways,
industry, etc.).
7. Water Resources (Surface Water and Groundwater): Per NCDOA guidance, please identify
the aquifer underlying the project area and discuss the groundwater in terms of use, quality,
quantity, depth, and recharge.
8. Forest Resources
a. Discuss whether any forest resources are located on the WWTP.
b. The term `local trees' is not clear. Please define this term.
c. If possible, please quantify the acreage of trees on the 275-acre site of which the WWTP
is a part.
9. Shellfish and Their Habitats: Please provide the source for the statement in the last sentence
of the paragraph (e.g. the agency contacted and/or information reviewed about shellfish or
fish and their habitats).
10. Wildlife and Natural Vegetation
a. Please discuss the threatened and endangered species (T&E)that exist in the USGS
quadrangle that contains the WWTP. This information is available through the North
Carolina Natural Heritage Program. Describe the general location of where these species
are located in reference to the WWTP. Please provide a source for this information.
b. When mentioning species for the first time, please provide their scientific names in
parentheses after the common name.
c. Please quantify the acreage of natural vegetation on the 275-acre site which contains the
WWTP.
IV. Predicted Environmental Effects of Project
1. Topography: Per NCDOA guidance, identify and evaluate the encroachment of the proposed
post-aeration tank into the 100-year floodplain. Please note that this structure is an existing
structure and describe any mitigation measures that will be used to protect this structure from
flooding.
2. Land Use: Per NCDOA guidance, please discuss whether the project will cause changes in
zoning requirements or land use plans for direct, indirect, and cumulative impacts. For
indirect and cumulative impacts,please review the current land use plan for the City of
Statesville, as it should have an extended planning horizon, and mention whether zoning
changes are planned for the future.
3. Wetlands: Using NWI mapping, please quantify the amount of wetlands that are located
within the collection basin and the Exit 45 development. Include this quantity in the
discussion of indirect and cumulative impacts.
4. Air Quality: Please discuss mitigation measures (e.g. air pollution control devices) that will
minimize environmental impacts of the emissions from construction equipment.
5. Noise
a. In the first paragraph, please state whether the noise mitigative measures described in this
paragraph will be written into construction documents as an enforceable measure.
b. Per NCDOA guidance, please describe these indirect and cumulative impacts related to
noise from development in the collection basin and at Exit 45.
Page 2 of 3

6. Forest Resources
a. The first two sentences of this paragraph contradict each other by stating that forest
resources are onsite but will be cleared adjacent to the site. Please clarify whether trees
are both onsite and adjacent and whether both the onsite trees and adjacent trees will be
removed.
b. Please quantify the amount of forest resources that will be removed onsite and adjacent to
the WWTP. Total these quantities and compare it to the forested acreage on the 275-acre
tract to show that the impacts will be minimal.
c. Per NCDOA guidance, describe the forest that may be impacted by indirect and
cumulative impacts. Please quantify the amount of forest that exists within the collection
basin and the Exit 45 development area that could potentially be removed.
7. Wildlife and Natural Vegetation
a. The first paragraph of this section states that natural vegetation removal will occur only
onsite. However, since forest resources may be removed immediately adjacent to the
WWTP, it seems that natural vegetation would be, as well. Please clarify.
b. Please quantify the amount of natural vegetation that may be lost both onsite and
immediately adjacent to the site and then total these impacts. Compare this value to the
amount of natural vegetation on the 275-acre tract to show that impacts will be minimal.
c. Per NCDOA guidance, describe the natural vegetation that may be impacted by indirect
and cumulative impacts. Please quantify the amount of natural vegetation that exists
within the collection basin and the Exit 45 development area that could potentially be
removed.
8. Introduction of Toxic Substances: Please discuss the potential spills of fuels and other toxic
substances that might occur during the fueling or maintenance of construction equipment and
the measures that will be taken to prevent and/or control such spills.
V. Section 6—USGS Location Map
a. Please provide the name of the USGS topographical quadrangle on the exhibit.
b. To provide the reader with a better understanding of the location of the WWTP within the
275-acre tract, show the outlines of both the tract and the WWTP on the exhibit.
VI. Section 7—State and Federal Permits Required: Please update this section if any additional
permits are needed.
VII. Section 8—Guidance for Implementing Environmental Justice
a. Per CG&L guidance, please provide a map that shows the percent minority populations
within the project vicinity broken down into Block Groups. The U.S. EPA's Enviromapper
(http://www.epa.gov/enviro/ej/) to map the percent minority population that lives within the
vicinity of the project. Please include this map in the document as an exhibit and refer to it in
the text.
b. In the fourth paragraph, please provide the source of information used for this statement.
Page 3 of 3

NCDENR
North Carolina Department of Environment and Natural Resources
Mcrae F Easley, Gcve77-. ,'ri!!;am G Ross Jr. Secretary
TO:
RE: 11395 ihlrb jeer Wastewater _r a::':ent Plant __. I__del_
County
DATE: X3'' 7, 20_
•
The referenced p_'o!e_t :as been C__ _u_a:e: amon.^
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Atta::nents
` a: Service Cenci. Raie gh. Norm Carolina 27699-1601 NoikhCarolina
one 919-733-4984', FAX: [phone] . inter net: www.enr.state nc us!ENRJ 'Natural/y

41116.
North Carolina Wildlife Resources Commission
Richard B. Hamilton. Executive Director
MEMORA\Dt_'\4
10: Melba McGee, Legislative and Intergovernmental Affairs
Dept. of Environment and Natural Resources
1-ROM: Ron Linville, Regional Coordinator / -
Habitat Conservation Program
DATE: May 2, 2007
SUBJECT: City of Statesville. Project No. 1395, Clean Water Resolving Fund Program. Third Creek
Wastewater Treatment Plant, Environmental Assessment, Iredell County
This correspondence responds to a request b; you for our review and comments on the Environmental
Assessment (EA) for the referenced WWII' improvements project. Biologists with the North Carolina
Wildlife Resources Commission(NCWRC) arc familiar with habitat values in the area. The NCWRC is
authorized to comment and make recommendations which relate to the impacts of this project on fish and
wildlife pursuant to Clean Water Act of 1977. North Carolina Environmental Policy Act. US National
Environmental Policy Act, Endangered Species Act (16 E.J. S. C. 1531-1543; 87 Stet 884 , the Fish and
Wildlife Coordination Act (48 Stat. 401. as amended; 16 U.S.C. 661-667d) andior Federal License of
Water Resource Project Act(Federal Power Act-16 U.S.C. 791a et seq.)as applicable.
The City of Statesville (City) owns two (2) Wastewater Treatment Plants (WWTP) with a combined
discharge capacity of 10.0 Million Gallons per Day tMGD). The City proposes to expand the Third
Creek WWTP from 4.0 to 8.0 MGD to accommodate expanded service areas required due to annexation.
Third Creek WWTP provides wastewater treatment for the Town of Troutman(averages 0.23 MGD). An
area recently annexed by the City called the "Exit 45 Development" (Pine Forest Development) off
Interstate 77 includes an area of around 800 acres. This development is anticipated to add 15,000 people
in 7.500 new residential units plus approximately 1.2 million square feet of office and retail space.
Alternative Three i3} which continues to discharge wastewater at Third Creek is recommended at a Last
of$19,278,000.00.
Existing conditions and environmental impacts for the current WWTP and collection system are
discussed succinctly in the EA. The 2007 population estimate for the City is indicated to be about 27,000
residents. With the increased development and annexation, the City's population may exceed 41.000
residents by the year 2020 and over 47,000 by the year 2027. The collection system for the Third Creek
WWTP is not indicated to have excessive inflow and infiltration(IS:I) pursuant to NC Division of Water
Quality (DWQ) standards although infiltration is estimated to be 0.91 MGT3. The EA indicates that
chlorine and de-chlorination chemicals are the proposed processes for the expanded wastewater
disinfection.
Mailing Address: Division of Inland Fisheries • 1721 Mail Service Center • Raleigh. NC 27699.172
Telephone: [phone] • Fax: [phone]

•
Third Creek WW IP Expansion -Page May,2, 2007
Based on our review, we are not aware of any threatened or endangered species in the area of the new
services. In Section 7-5 (page 73), the EA indicates that indirect and cumulative impacts primarily relate
to the WWTP and that mitigative measures will need to be implemented into future developments to
ensure no adverse environmental impacts. We are concerned over impacts to aquatic species with the
continued use of chlorine at the WWTP and very concerned about the Secondary and Cumulative Impacts
(SCI) associated with increased growth and unmitigated development and imperviousness which cause
loss and diminishment of natural environments that aquatic and terrestrial species depend on for survival.
We are concerned about destabilization of area streams from elevated stormwater issues and loss of
headwaters and their protective buffers. And. we are concerned about future developments impact to
environmentally functioning forested floodplains and wetlands in areas along 1-77 to the south of the
City. It is apparent that expanding the municipal service areas will affect species like deer and turkey and
potentially migratory birds and waterfowl as well as smaller animals,songbirds and aquatic life. The EA
misleads SCI considerations when it discusses only impacts associated with the WWTP site. For
example, the EA states that known wetlands in the 275 acre tract containing the Third Creek WWTP are
not in an area affected by the expansion.
As indicated earlier, the EA clearly discusses direct, and to some extent, the indirect concerns relative to
the W WIT site expansion. The EA falls short of addressing issues relative to increased municipal service
areas while acknowledging that future impacts will occur. Positive statements provided about the need
for protective measures fall short of indicating where and when such measures will be provided and how
well these measures will protect wildliife habitats and environmental quality. Discussions about
additional development associated with the Town of Troutman were not found during our review of the
EA. Accordingly. it is not possible for this office to concur that the EA is sufficient to address SCI
concerns. Accordingly, we recommend additional SCI evaluations for the project.
For additional SCI consideration. this office routinely recommends the following for land use planning to
mitigate for developmental impacts to ecose-sterns and to promote and ensure maintenance of existing
stream habitats and existing uses:
• Prior to tree removal and site clearing activities on a proposed development site and prior to local
site planning and zoning approvals, all jurisdictional waters and wetlands should be
professionally delineated pursuant to the Clean Water Act (CWA) using US Army Corps of
Engineers (COE) and NC Division of Water Quality (DW'Q) criteria. This should be
accomplished as part of the developer's due diligence and site evaluation process. CWA permits
are required for driveways. parking lots. road crossings and utility (including sewer) lines that
impact waters of the United States. Should impacts occur to jurisdictional waters or wetlands.
stormwater management should be provided. Agricultural or forestry exemptions must not be
allowed when the ultimate use of a property will be a development.
• Jurisdictional streams, wetlands and highly erodible area buffers should be maintained or restored
as undisturbed forested butlers. In watersheds supporting listed species, these buffers should he
IOW for intermittent channels and 200' for perennial channels. In watersheds without listed
species, these buffers should be 50' and 100' respectively. Buffers should be permanently
preserved as common conservation areas instead of subdivided. Where practicable, impacted
streams should be relocated using state-of-the-art natural channel design and native vegetation
instead of piping the streams. t.ocal authorities should keep sewer lines. water lines,. and other
utilities out of riparian butlers.
• Bridges that maintain streams and floodplains are preferred for stream crossings. For stream
crossings using culverts. culverts 48 inches diameter or larger should be buried a foot into the
stre imbed. Culverts less than 4r inches diameter should be buried to a depth equal to or greater

;gird Creek W-W-i P Expansion -Page 3 - May 2. 200
than 20% their size to allod=, for aquatic life passage. These measurements must be based on
natural t alweg depths.
• Stormwater management should maintain, to the extent possible, pre development hydrographic
conditions. Stormwater control measures should be implemented before impervious surfaces
reach 10% for most watersheds and 6 % for watersheds with listed species present downstream..
Low Impact Development (LID) techniques are encouraged for all new developments and
redevelopment efforts. Information on LID practices and measures can be found at
*}ww.lowim actdevelopmcnt.ore. Maintenance of hydrographic issues is needed to reduce
downstream channel destabilization and bank erosion. Stormwater management ponds should be
forested(excluding dams)with native plants to reduce thermal impacts to waters_
= Fill in Federal Emergency Management Agency designated floodplains as well as CWA
jurisdictional water tloodplains should be prohibited or no net loss strategies should be used_
Thisis an essential and important maintenance component of stormwater management- Entire
tloodplain areas should be protected as undisturbed forested areas to benefit local air and water
quality as well as provide habitat values.
• Sediment and erosion controls should meet NC Division of Water Quality requirements for the
classification of watersheds. Preferably, sediment and erosion control measures should adhere to
the design standards for sensitive watersheds(15A NCAC 4B .0124).
In conclusion, we request that project proponents re-evaluate indirect (SCI) impacts and provide
additional insights about what local governments are doing and w ill do concerning SCI issues in recently
annexed areas plus any ancillary areas where wastewater services will increase opportunities for
-urbanization. Our w�ebsite, httpoAvvvvioncwildlife.orexig97 WildlifeSpeciesConpa7c3 in~_pactspc
should be used extensively to evaluate how increased development and imperviousness will diminish
aquatic and terrestrial wildlife habitats without substantial protection. Adequate mitigative measures can
significantly reduce these impacts. Project proponents should clearly show in an updated EA how
mitigative measures provided by all local governments that will benefit from the provision of additional
sewer and associated development will meet or exceed NC\tRC recommendations. Tables and
illustrations should he helpful to our understanding of pertinent information and ordinances. If local
government measures are shown to meet or exceed the protective measures found in our guidance
document, we should be able to concur with the project
Thank you for the opportunity to review and comment on this project. If you have any questions
regarding these comment, please contact me at 336-769-9453.

Statt of North Carolina
11vpartineni of Ens ironment and Natural Resotires
INTERCOVERNNIENT AL REVIEW-PROJECT COMMENTS
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REGIONAL OFFICES
Questions regarding these permits should be addressed to the Rt...2.ional Office marked belolA
she ilk Regional I Mice ViNlooress ilk Regional Office NN ihnington Regional Office
211,40I ss 610 East Center A‘enue. Suite:01 12-Cardinal Drn e 1xtenn
\C 2s--8 Nloores‘:11e,NC 28115 NC '8405
s:s -qh—i5o0 i 663-16Q9 -,.;:.
Fa:k cites ilk Regional Office Raleigh Regional Office NN n.ton-sa km Regional Office
:25Jr Ls!.7. z. Suitt: -14 3800 Barrett Dri‘e. Suite 10:
Fax c•Tr.e‘ilk 28.1(11-501:,' Rale11.NC' -60Q .--•
330) z
ashington Regional Office
Wasliinttton Square Mall
;;.hItt4!on. NC 2.7880

prr PS��w o, r
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--. � United States Department of the Interior
..-'_ l Fi:�;El <, D Ei_E3f._.WE SER '"ICE 'a''� k y.St
�gflCH 'J.'309 shevtll.. Field Office
16,0 Zi1licoa Street
.' he v-ille, North(:ar.;l ;i.: '_:seo;
May 10, 2007 ,., ice:
Mr. Daniel M. Blaisdell, P.E.
Construction Grants and Loans Section
Division of Water Quality
North Carolina Department of Environment arid Natural Resources
1633 Mail Service Center
Raleigh, North Carolina 2 7 699-1633
Dear Mr. Blaisdell:
Subject: Environmental Assessment for the Third Creek Wastewater Treatment Plant, City of
Statesville, Iredell County, North Carolina
On April 16, 2007, we received your letter transmitting the subject document. The following
comments are provided in accordance with the provisions of the National Environmental Policy
Act; Fish and Wildlife Coordination Act, as amended (1.6 U.S.C. 661-667e); Migratory Bird
Treaty Act, as amended (16 U.S.C. 703); and section 7 of the Endangered Species Act of 1973.
as amended (16 U.S.C. 1531-1 543) 11ct).
According to the subject Environmental Assessment (EA), the k.-ity of Statesville (City) is
proposing to expand their Third Creek Wastewater Treatment Plant (` WTP). The purpose of
the plant expansion is to be able to handle the expected flow o' er the next 20 years, much of
which will be a result of the City's annexing an 800-acre area near Exit 45 on Interstate 77 that is
expected to eventually have over 7,500 residential units and 1.2 million feet of retail and office
space.
Ile Third Creek WWTP was constructed in 1969 and has an average flow of about 1.5 million
gallons per day (MGD).r The plant currently uses a biological process that includes tine
screening, influent pumping with screw pumps, aeration basins with mixers and surface aerators.
secondary clarification with removal of solids, chlorination for disinfection, and dechlorination.
Residuals generated by the facility are stabilized using aerobic digesters, polymer addition, and
`This includes discharge From the City of Troutman. l'he t_ity of Statesville has an agreement with the C it; ,e
Tiou man to treat up to 455.000 gallons per day(currently averaging about 230.000 gallons per day).

two-belt filter presses. Dewatered residuals are hauled to the City's Forth Creek WiNTP for
storage before being applied as Class B sludge.
Based on flow projections, it was recommended that the Third Creek -'vr'WTP be expanded to a
capacity of 8.0 MGD, double the current 4.0 MGD. In December 2005, McGill Associates
conducted a preliminary engineering report for the City that evaluated six alternatives for
expanding the biological treatment processes at the Third Creek WWTP to a capacity of
8.0 MGD. The results of the alternatives analysis concluded that the most cost-effective
alternative (our emphasis)was to modify/expand the current plant using surface batch reactors.
General Comments
We have significant concerns with the subject project Specifically, we are concerned with
secondary and cumulative impacts this project could have on area streams, wetlands, and
federally endangered and threatened species. We are also concerned that the EA does not
quantify or qualify future development impacts likely to occur because of this project nor does it
outline any mitigative measures to reduce the impacts. Further, though the treatment plant
expansion/upgrade will result in a lower biochemical oxygen demand and less ammonia and
suspended solids entering Third Creek, it appear that all of the decisions regarding the alternative
selected for this project were based on economics, with no consideration of environmental
impacts. An analysis of the alternatives should also consider septic systems as a viable
alternative for at least a portion of the proposed service area. Additionally, a complete analysis
of economic cost/benefits would need to take into account the dollar value of improvements in
water quality, aesthetic values, the value of"green space," and (in some cases) property values.
In a letter from the North Carolina Wildlife Resources Commission (Commission), sent to
Ms. Melba McGee, Environmental Coordinator for the North Carolina Office of Legislative and
Intergovernmental Affairs (dated May 2, 20i07), regarding this project, the Commission details
numerous secondary and cumulative impacts that can he expected from the proposed project and
provides recommended measures they believe are necessary to avoid or minimize those impacts.
Rather than reiterate the specific points, we simply state that we support the Commission's
assessment of this project(and the supporting documentation), particularly with regard to
secondary and cumulative impacts and what is necessary to control erosion and storm water and
to protect floodplains, streams, and wetlands.
Invasive Exotic Species
We are also concerned with the introduction and spread of ie alive exotic species in association
with the proposed project. Without active management, including the revegetation of disturbed
areas with native species, project corridors (connecting sewer lines) will likely only be sources of
(and corridors for) the movement of invasive exotic plant species. Exotic species are a major
contributor to species depletion and extinction, second only to habitat loss. Exotics are a factor
contributing to the endangered or threatened status of more than 40 percent of the animals and
plants on the Federal List of Endangered and Threatened Wildlife and Plants. It is estimated

that at least 4,000 exotic plant species and 2,300 exotic animal species are now established in the
United States, costing more than $130 billion a year to control. Additionally, the
U.S. Government has many programs and laws in place to combat invasive species (see
www.invasivespecies.gov) and thus cannot spend money to counter these efforts. Specifically.
Section 2(a)(3) of Executive Order 13112 - invasive Species (February 3, 1999) directs federal
agencies to "not authorize, fund, or carry out actions that it believes are likely to cause or
promote the introduction or spread of invasive species in the United States or elsewhere."
Despite their short-term erosion-control benefits, many exotic species used in soil stabilization
seed mixes are persistent once they are established, thereby preventing the reestablishment of
native vegetation. Many of these exotics plants' are also aggressive invaders of nearby natural
areas, where they are capable of displacing already established native species. Therefore, we
strongly recommend that only native plant species he used in association with all aspects of this
project, including secondary impacts (i.e., connecting sewer lines).
Federally Listed Endangered and Threatened Species
You do not present evidence of any surveys of the project area(including the service area) for
federally listed species. Unless an area has been specifically surveyed for listed species or no
appropriate habitat exists, a survey should be conducted to ensure that these resources are not
inadvertently lost. Enclosed is a list of federally endangered and threatened species and federal
species of concern for Iredell County. In accordance with the Act, it is the responsibility of the
appropriate federal agency or its designated representative to review its activities or programs
and to identify any such activities or programs that may affect endangered or threatened species
or their habitats. If it is determined that the proposed activity may adversely affect any species
federally listed as endangered or threatened, formal consultation with this office must he
initiated. Please note that federal species of concern are not legally protected under the Act and
are not subject to any of its provisions, including section 7, unless they are formally proposed or
listed as endangered or threatened. We are including these species in our response to give voc
advance notification and to request your assistance in protecting them.
We remind you that when you are assessing the potential impacts o; this project, secondary t
future connecting sewer lines, housing developments, commercial development) and cuniuldtivi
impacts must be taken into account. Future development that will occur as a result of the
availability of the subject sewer service or at a higher density because of the availability of the
subject sewer service is considered an interrelated/interdependent activity under section 7 of the
Act. An interrelated activity is an activity that is a part of the proposed action and depends on ihy:
proposed action for its justification. An interdependent activity is an activity that has no
independent utility apart from the action under consultation. A determination of whether other
activities are interrelated to, or interdependent with, the proposed action under consultation is
made by applying a"hut for" test. That is, it must be determined that the other activity under
exotic ! found at htrp. ,,, '.L ,�, c.oro'and http../..‘,.-u,u.;. ..s.;"p „g r, s on
'Lists of invasive p ants can be �, ;.,.�_ �, r;�;.. r. >tsrc rn,,r,
the Internet.

question would not occur"hut for" the proposed action under consultation.3 In the context of the
subject WWTP expansion, the construction of new sewer lines (that will connect to the proposed
facilities) is an action that would not occur without the subject project. Thus, the construction of
these lines is an interdependent activity, and the impacts of these new lines must be analyzed
with the effect of the subject WWI'P. In turn, the availability of sewer service is a prerequisite
for some development projects. Consequently,because these projects depend on the construction
of sewer lines,which must be connected to the subject WWTP, these developments are
interrelated to the original proposed action and must be analyzed in conjunction with the action.
Therefore,before we can conclude section 7 consultation under the Act, you must either provide
us with information showing that the WWTP is not interrelated to, or interdependent with, future
development, or you must provide us with information regarding the impacts of the WWTP and
any secondary impacts (i.e., housing developments, commercial development) associated with its
construction. For example, the paths of any connecting sewer lines, commercial development,
and impacts to any sites that are currently known to harbor federally listed species can and should
be addressed. Similarly, future developments that plan to connect to the subject sewer service
should be surveyed for federally listed species before any ground-disturbing activities occur
(before being allowed to connect to the subject sewer service).
Please do not hesitate to contact Mr. Allen Ratzlaff of our staff at 828/258-3939, Ext. 229, if you
have any questions regarding our comments. We have assigned our Log No. 4-2-07-195 to this
project; please refer to it in all future correspondence directed to us concerning this matter.
Sincerely,
Brian P. Cole
Field Supervisor
Enclosure
cc:
Mr. Ron Linville, Western Piedmont Region Reviewer, North Carotin. 4Y'ildlit Resources
Commission, 3855 Idlewild Road, Kernersviile, NC 27284-91 80
Mr. Alex Marks, North Carolina Division of Water Quality, 161 Mail Service Center.
Raleigh, NC 27699-1617
3T;.S. Fish and Wildlife Service and National Marine Fisheries Service. 1998. Endangered Species Consultation
Handbook-•Procedures for Conducting Consultation and Conference Activities under Section 7 of the Endangered
Species Act. Washington,D.C.
4

The (..J.S. Fish and Wildlife Service's (USFWS )
County Species List for North Carolina
Following is a list of counties in North Carolina within which federally listed and proposed endangered,
threatened, and candidate species and federal species of concern are either known or are considered probable.
(but not yet documented). It has been compiled by the USFWS from a variety of sources, including field
surveys, museums and herbaria, literature, and personal communications.
This list contains information that is also found in the North Carolina Natural Heritage Program's (NCNHP)
database of rare species information. However, the list is likely to include additional information that is not
reflected in the NC TIP database.
This list is intended to assist those conducting surveys in proposed project areas, bitt it is not intended to serve
as a substitute for field surveys. The list is subject to change as new information is received. For the most
current version, please consult the website for the USFWS North Carolina Ecological Services Division at
http://nc-es fivs.gov/es/.
,.`.;-..e-, a-.s w, '',-.."^ea.... :}..- - ':-.J it w tF;.! r t -+^- k Tse+' lr-.:'.. ":��9'% »
ia �..' -aa..�r6 .. � ` �-:.�` '� ^P`�w'+��9',�»`:i�.�.at;€ �;` 4�rrisri.�er�r tea,.-�„- ni` :,m,�'d
Other notes:
Critical habitat is noted for the counties where it is designated or proposed. This notation is either accompanied
by a description of the approximate areas affected by this designation, or a Federal Register citation where a
more detailed description of the boundaries can be found.
Sea turtles our in North Carolina's coastal waters and nest along its beaches. They are listed here in the
counties where they are known to nest. The [JSFWS has jurisdiction over sea turtles in terrestrial systems: the
National Marine Fisheries Service(NMFS) has authority over sea turtles in coastal waters.
Manatees occur throughout North Carolina's coastal waters, and they are listed here it the counties where there
are known concentrations of them. The USFWS has jurisdiction over manatees.
COMMON NAME SCIENTIFIC NAME STATUS
a: c
Iredell County
Species
Vertebrate
Allegheny w oodrat iVeotorna magister FSC
Bog turtle * Clernrn)'s• muhlenber"gii T(S A.)
l

Vascular Plant
Prairie birdsfoot-trefoil * Lonz uni/oliolatus var. helleri FSC'
KEY:
Definitions of Species Status Codes:
1 = endangered, A taxon "in danger of extinction throughout all or a significant portion of its range.'
l = threatened. A taxon "likely to become endangered within the foreseeable future throughout all or a
significant portion of its range,"
= candidate. A taxon under consideration for official listing for which there is sufficient information to
support listing, (Formerly "Cl" candidate species.)
FSC = federal species of concern. A a species that may or may not be listed in the future(formerly C2 candidate
species or species under consideration for listing for which there is insufficient information to support
listing).
T(S/A)=threatened due to similarity of appearance. A taxon that is threatened due to similarity of appearance
with another listed species and is therefore listed for its protection. Taxa listed as T(S/A) are not
biologically endangered or threatened and are not subject to Section 7 consultation.
EXP= experimental population. A taxon whose is listed as experimental (either essential or nonessential).
Experimental, nonessential endangered species (e.g., red wolf) are treated as threatened on public land, for
consultation purposes,and as species proposed for listing on private land.
P= proposed.Taxa proposed for official listing as endangered or threatened will be noted as "PF" or
"PT", respectively.
Threatened clue to similarity of appearance(T(SiA)):
In the November 4, 1997, Federal Register(55822-55825), the northern population of the bog turtle
(from New, York south to Maryland)was listed as T (threatened), and the southern population (from
Virginia south to Georgia)was listed as T(S/A)(threatened due to similarity of appearance). The T(S,'A)
designation bans the collection and interstate and international commercial trade of bog turtles from the
southern population. The T(S/A) designation has no effect on laud management activities by private
landowners in North Carolina,part of the southern population of the species. In addition to its official
status as T(S/A),the U.S. Fish and Wildlife Service considers the southern population of the hog turtle as
a Federal species of concern due to habitat loss.
Denotation of county records:
A percent symbol(%) indicates that the species is regarded as probable but as of yet
undocumented in this county due to the presence of potentially suitable habitat and/or the
proximity of confirmed observations of the species in adjacent counties.
(S) Summer habitat(Indiana bat county records only)
* Historic record-the species was last observed in the county more than 50 years ago.
** Obscure record- the date and/or location of observation is uncertain.
*** Incidental/migrant record- the species was observed outside of its normal range or habitat.
**** Historic and obscure record.
* *** Obscure and incidental record.

RE:Statesville.(cS370395-03) (UNCLASSIFIED)
Subject: RE: Statesville(CS370395-03) (UNCLASSIFIED)
From: "Chapin, Stephen SAW" <Stephen.Chapin@ saw02.usace.army.mii>
Date: Fri, 1 Jun 2007 15:26:32 -0400
To: "Jennifer Haynie" <[e-mail]>
Classification: UNCLASSIFIED
Caveats: NONE
Jennifer:
We have no comment on the Statesville project. Thanks.
Steve Chapin
U.S. Army Corps of Engineers
From: Jennifer Haynie [mailto:[e-mail]]
Sent: Friday, June 01, 2007 3:25 PM
To: Chapin, Stephen SAW
Cc: Dan Blaisdell
Subject: Statesville (CS370395-03)
Steve,
It was good to speak with you a few minutes ago about the above-referenced project. Even of the Corps
has no comment on the project, I still need something in writing. A letter (hard copy or e-mail) or an
e-mail will suffice.
Thanks for your help.
Jennifer
Jennifer M. Haynie
Environmental Assessment Coordinator
Facilities Evaluation Unit, Construction Grants & Loons ection
Division of Water Quality NC Department of Environment JA Natural Re ounces
1633 Mail Services Center
Raleigh, NC 27699--1633
919.715.6223 (phone)
919315,6229 (fox)
iernifer.haynie@ncmwi.n t
Classification: UNCLASSIFIED
Caveats: NONE
1 of I 6/1/2007 3:27 I'N

.. . .., ,
..,,-,:, ' i A 7,.
Dwc3„ „...,,,,.Rosa Ir.,Secretary-
_
. /
North Carolina Department of 1-Lii.'ironment and Natural Resources
Alan'A'.Klimek,P.E.Director
:sion ot \Mater Qualm;
May 15, 2007
• fiti.i't I V.4:1
,,
,f-
T.--i: Jennifer Haynie i--
Environmental Assessment Coordinator
Construction Grants &Loans Section
From: Agyeman Adu-Poku
Environmental Engineer I
Western NPDES Program
Re Third Creek Wastewater Treatment Plant Expansion
Project Number: CS370395-03
The NPDES-West has reviewed the Third Creek Wastewater Treatment Plant expansion Engineering
Report/Environmental Assessment and has no objections to the approval of the project.
The NPDES-West also concurs with the conclusions of Engineering Alternative Analysis.
cc: Permit File
Central Files
iti4tliCarolini7;
,NatUrallff
------
1;::::::,: ' - . .- , . ,- -_.,, _ •-• '. . . , _

Vi a.STATE;;'
41lI ;
North Carolina Department of Cultural Resources =`'rya ; • '
State Historic Preservation Office
I),.r.•r P ,..lttt1hrr;:,.\:mirt,tr t,,r
Michael F.Easley,Governor t)ihce of Archives and History
Lisbeth C.Evans,Secretary Division of Historical Resources
Jeffrey J.Crow,Deputy Secretary David Brook,Director
NIay 7 2007
MEMORANDUM
TO: Daniel M. Blaisedell
NC; Division of Water Quality
FROM: Peter Sandbec , f '`R ,. , ,*--- op et
1
ice°
SUBJECT: Engineering Report and Environmental Assessment, #CS370395-03, Statesville, iredell County,
ER 07-0856
Thank you for your letter of April 13, 2007, concerning the above project.
We have conducted a review of the proposed undertaking and are aware of no historic resources that would be
affected by The project. Therefore,we have no comment on the undertaking as proposed.
The above comments arc made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR
Part 800.
Thank you for your cooperation and consideratit>n. If Sou have crii,_!siioiEi concerning the above comtnent,
contact Renee Gledhill-Earley, environmental review coordinator, at 91.9;`:_)3-4 63, ext. 246. 1n all future
communication concerning this project, please cite the above referenced tracking number.
___----- -------- �,;I'.� Attleti5 - - _--
Locaton i it) (i, tl
1DMNttiCR+Try;\ -N.LlotmtSr: ,6, cj Fc1.ic
N.i h not?-r: r F.a:,gh N,. ..
SURVEY&PLANNING i=.N.PI, .;Stec .•:jh.Nt:

DIVISION OF WATER QUALITY
May 17, 2007
Memo To: Scott Smart, P.E.
Facilities Evaluation Unit
Construction Grants and Loan Section
From: Rob Krebs 0
Prepared By: Michael Parke/
Subject: City of Statesville
Engineering Report
Third Creek WWTP
Project No. CS370395-03
Iredell County
As requested by your memo dated April 18, 2007, this Office has reviewed the subject
Engineering Report (ER) submitted by the City of Statesville (the City) and offers the following
comments and/or recommendations.
The City currently operates two WWTPs;the Third Creek WWTP and the Fourth Creek
WWTP. This particular ER focuses on the Third Creek WWTP, which is expected to see flows
increase substantially in the next few years as development occurs within the WWTP's service area.
Projected flows anticipate a need for a WWTP that can treat up to 8.0 MGD, which is twice the
design capacity of the current facility. The City has received speculative effluent limitations from
the Division for the projected 8.0 MGD flow, and these speculative limits require a much more
advanced level of treatment than the current facility can provide. Such being the case, the City's
engineer has recommended that the current biological treatment process being utilized at the WWTP
be converted to a sequencing batch reactor(SBR)process upon expansion. An SBR treatment
system will allow the City to comply with the more stringent limitations expected once the WWT
facility is expanded to 8.0 MGD. Other alternatives were considered in the ER, but the discharge to
surface waters was the most cost effective and offered the most flexibility in terms of future
expansion and growth in the WWTP's service area.
The proposed conversion of the existing WWT facility into an SBR will involve the addition
or changes to a number of the current plant's treatment processes. These include:
• Installation of a new 42-inch interceptor sewer that will be able to handle the projected 8.0
MGD flow.
• Construction of a grit removal system (the current facility lacks this capability).
• Improvements to the influent pump station to increase pumping capacity to the SBR units.

r ,
Page Two
• Construction of four SBR tanks sized to handle the projected 8.0 MGD flow.
• Conversion of one of the two existing aeration basins to a post equalization basin.
• Conversion of one of the two existing aeration basins into a aerobic digester.
• Conversion of one of the two existing secondary clarifiers into a chlorine contact basin(the
other secondary clarifier will be abandoned).
• Construct new dechlorination facilities.
• New on-site emergency generator.
The proposed upgrades to the subject facility should provide wastewater treatment capacity
for the anticipated growth expected in the Statesville area during the next 20 years. The use of SBR
technology will allow the City the necessary flexibility to accept and treat both domestic and
industrial waste streams currently tributary to this facility and maintain compliance with the effluent
limitations expected upon expansion to 8.0 MGD. Such being the case,this Office concurs with the
recommendations contained in the subject ER pending a final technical review by CG&L.
If you have any questions regarding this matter, please advise.
/mlp
h:\gen\coghnemo.doc

O ' 19 Michael F.Easley,Governor
Q; G William G.Ross Jr.,Secretary
1�"' North Carolina Department of Environment and Natural Resources
pAlan W.Klimek,P.E.Director
Division of Water Quality
SAND NAT] - ` : OURcES
April 18, 2007 MOOREE'" ._ ' r .LOFFICE
The Honorable Constantine H. Kutteh, Mayor
APR 2 C 2007
City of Statesville
Post Office Box 1111
Statesville, North Carolina 28687-1 1 1 1
WATER QUALITY SECTION'
SUBJECT: City of Statesville
Engineering Report
Project No. CS370395-03
Dear Mayor Kutteh:
I am writing to acknowledge receipt of the subject Engineering Report on
April 9, 2007. The Facilities Evaluation Unit has initiated the project review, and we will notify you
and your engineer upon completion of our review.
If you have any questions concerning this matter, please contact Scott Smart at
[phone] or me at [phone].
Sincerely,
1\ A
c Daniel M. Blaisdell, P,E., Assistant Chief
Engineering Branch
RSS/dr
cc: McGill Associates, P.A. - Michael S. Apke, P.E.
City Manager- Robert W. Hites
Daniel Blaisdell, P.E.
PMB/DMU/FEU/SRF
Construction Grants and Loans Section One
1633 Mail Service Center Raleigh NC 27699-1633 NorthCarolina
Phone:[phone]/FAX:[phone]/Internet:www.nccgl.net
An Fnual Opportunity/Affirmative Action Employer—50°o Recvcled/10%Post Consumer Paper Naturally

oEPT.G� �:WViRONMt
AND NATURAL RESOURCES .
MOORESVIIL. }' 1L OFF1
QJttof ,.ff`s4 'd.__ru 14 OCT 0 6 200
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. ®. +Nux 1111 • 'tatesuilte. Nnrttl Tttrnlinn 28687 WATER QUALITY SECTION
October 4, 2005
Surface Water Treatment Rule Manager
NC Public Water Supply Section
1634 Mail Service Center
Raleigh, NC 27699-1634
Dear Surface Water Treatment Rule Manager:
Enclosed are the monthly reports for the City of Statesville Municipal Water Treatment
Plant, for the month of September, 2005.
Sincerely,
L.F. "Joe" Hudson, Jr. Director
Water Resources Department
LFH/ppm
Enclosure
cc: Mooresville Regional Office
610 East Center Avenue, Suite 301
Mooresville, NC 28115

Month: September WATER PLANT AT CITY OF STATESVILLE
Year: 2005 REPORT OF PLANT OPERATIONS TO DIVISION OF ENVIRONMENTAL HEALTH
NC DEPARTMENT OF ENVIRONMENT, HEALTH,AND NATURAL RESOURCES
FILTER OPERATION CHEMICALS USED,POUNDS CHEMICAL DOSAGES,MG/L
LENGTH OF RUNS WASHING
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1 5.120 24 1.3 96 96 96 10 2 15 69 1452 0 2508 2515 1098 183 152 17.0 0.0 14.7 4.1 1.8 0.99 1.3
2 4.116 24 1.1 96 96 96 10 2 15 68 1167 0 1824 2276 883 147 126 17.0 0.0 13.3 4.6 1.8 0.99 1.4
3 3.408 24 0.9 96 96 96 10 2 15 68 966 0 1524_ 1830 731 128 103 17.0 0.0 13.4 4.5 1.8 1.04 1.3
4 3.341 24 0.9 96 96 96 10 4 30 137 947 0 1526 1774 717 135 100 17.0 0.0 13.7 4.5 1.8 1.12 1.3
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8 5.104 24 1.3 96 96 96 10 4 30 137 1277 0 2288 2678 1095 200 161 15.0 0.0, 13.4 4.4 1.8 1.09 1.4
9 4.333 24 1.1 96 96 96 10 2 15 68 1084 0 2063 2268 929 176 143 15.0 0.0 14.3 4.4 1.8 1.12 1.5
10 3.779 24 1.0 96 96 96 10 2 15 69 946 0 1761 2054 810 138 121 15.0 0.0 14.0_ 4.6, 1.8, 1,01 1.4
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12 3.945 24 1.0 96 96 96 10 4 30 137 1013 0 2158 1727 1326 146 136 15.4 0.0 16.4 3.7 1.8 1.02 1.5
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14 5.611 24 1.4 96 96 96 10 2 15 68 1591 487 2298 2730 1203 206 174 17.0 2.6 12.3 4.1 1.8 1.02 1.4
15 4.859 24 1.2 96 96 96 10 2 15 68 1216 421 2141 2435 1042 177 146 15.0 2.6 13.2 4.2 1.8 1.01 1.3
16 4.090 24 1.1 96 96 96 10 4 30 137 1023 355 1562 2184 877 157 120 _ 15.0 2.6 11.5 4.5 1.8 1.06 1.3
17 4.069 24 1.1 96 96, 96 10 2 15 67 1018 353 1638 2089 873 163 117 15.0 2.6 12.1 4.3 1.8 1.11 1.3
18 3.999 24 1.0 96 96 96 10 2 15 68 1001 347 1658 2093 858 143 118 15.0 2.6 12.4 4.4 1.8 0.99 1.3
19 3.964 24 1.0 96 96 96 10 2 15 66 992 344 1678 2109 850 138 116 15.0 2.6 12.7 4.5 1.8 0.96 1.3
20 5.326 24 1.4 96 96 96 10 4 30 136 1332 462 2275 2743 1142 191 141 15.0 2.6 12.8 4.3 1.8 0.99 1.2
21 5.602 24 1.4 96 96 96 10 2 15 67 1476 486 2272 2753 1201 225 152 15.8 2.6 12.2 4.1 1.8 1.11 1.2
22 4.280 24 1.1 96 96 96 10 2 15 68 1071 371 1908 2175 918, 160 113 15.0 2.6 13.4 4.3 1.8 1.04 1.2
23 4.128 24 1.1 96 96 96 10 2 15 67 1033 358 2005 2050 885 145, 113 15.0 2.6 14.6 4.2 1.8 0.97 1.2
24 4.144 24 1.1 96 96 96 10 4 30 136 1037 359 1917 2130 889 149, 113 15.0 2.6 13.9 4.3 1.8 1.00 1.2
25 3.945 24� 1.0 96 96 96 10 2 15 67 987 342 1846 2098 846 151 108 15.0 2.6 14.0 4.5 1.8 1.06 1.2
26 3.921 24 1.0 96 96 96 10 2 15 67 981 340 1902 1966 841 162 110 15.0 2.6, 14.5 4.2 1.8 1.14 1.3
27 4.444 24 1.1 96 96 96 10 2 15 68 1112 385 2042 2152 953 157 120 15.0 2.6 13.8 4.1 1.8 0.99 1.2
28 4.839 24 1.2 96, 96 96 10 4 30 136 1211 420 1864 2424 1038 167 167 15.0 2.6 11.5 4.2 1.8 0.96 1.5
29 5.001 24 1.3 96 96 96 10 2 15 67 1251 434 1670 2417 1072 180 136 15.0 2.6 10.0 4.1 1.8 1.00 1.2
30 4.240 24 1.1 96 96 96 10 2 16 70 1114 368 1673 2182 909 178 122 15.8 2.6, 11.8, 4.3 1.8 1.16 1.3
TOT 131.235 720 33.8 2880 2880 2880 300 74 556 2514 34214 7058 57859 67392 28623 4868 3894 469.0 46.8 398.2 129.8 54.0 30.81 39.6
AVE 4.375 24 1.1 96 96 96 10 2 19 84 1140 235 1929 2246 954 162 130 15.6 1.6_ 13.3 4.3 1.8 1.03 1.3
MAX 5.611 24 1.4 96 96 96 10 4 30 137 1591 487 2508 2756 1326 225 174 17.0 2.6 16.4 4.9 1.8 1.16 1.5
MIN 3.341 24 0.9 96 96 96 10 2 15 66 946 0 1524 1727 717 119 100 15.0 0.0 10.0 3.7 1.8 0.91 1.2 ...---.2RATE OF BACKWASH(IN/MIN)= 24 PERCENT BACKWASH WATER USED= 1.9% BASINS LAST CLEANED 7/22/05 SIG

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Month: September N.C. Department of Environment, Health,and Natural Resources
Year: 2005 DISTRIBUTION BACTERIOLOGICAL ANALYSIS SUMMARY
PUBLIC WATER SYSTEM FOR: CITY OF STATESVILLE PWSID: 01-49-010
FOR REPLACEMENT
FOR REPEAT SAMPLES SAMPLES RESULTS
PREVIOUS CHLORINE STANDARD
POSITIVE POSITIVE ORIGINAL ORIGINAL RESIDUAL TOTAL FECAL PLATE
COLLECTION SAMPLE LOCATION LOCATION LOCATION COLLECTION SAMPLE COLLECTION FREE/ COLIFORM E.COLI COUNT
DATE TYPE TYPE CODE CODE DATE PROXIMITY TYPE DATE COMBINED (P/A) (P/A) (#/ml) COMMENTS
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)
09/08/05 Routine General 003 1.8 A
09/08/05 Routine General 006 1.9 A
09/08/05 Routine General 028 1.5 A
09/08/05 Routine General 012 1.2 A
09/08/05 Routine General 015 1.0 A
09/12/05 Routine General 018 1.8 A
09/12/05 Routine General 021 1.9 A
09/12/05 Routine General 024 1.6 A
09/12/05 Routine General 027 1.2 A
09/12/05 Routine General 030 1.7 A
09/13/05 Routine General 033 0.6 A
09/13/05 Routine General 036 1.5 A
09/13/05 Routine General 039 2.0 A
09/13/05 Routine General 042 0.6 A
09/13/05 Routine General 045 1.8 A
09/14/05 Routine General 048 1.8 A
09/14/05 Routine General 051 1.7 A
09/14/05 Routine General 054 1.8 A
09/14/05 Routine General 057 1.8 A
09/14/05 Routine General 060 1.1 A
09/22/05 Routine General 063 1.1 A
09/22/05 Routine General 068 1.7 A
09/22/05 Routine General 069 0.9 A
09/22/05 Routine General 072 2.0 A
09/22/05 Routine General 075 1.8 A
1.5 MONTHLY RESIDUAL AVERAGE
TOTAL NUMBER OF VALID SAMPLES: ROUTINE 25 REPEAT 0 REPLACEMENT 0 MCL VIOLATED y�
TOTAL NUMBER OF POSITIVE SAMPLES ROUTINE 0 REPEAT 0 REPLACEMENT 0 TOTAL COLIFORM ❑YES J�'NO
TOTAL NUMBER OF SAMPLES REQUIRED_ ROUTINE 25 REPEAT 0 REPLACEMENT/ 0 FECAUE.COLI ❑YES ,.NO
RESULTS CERTIFIE �!/�L�ieG�%f� ORC�' f,,��� u
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LABORATORY ID: 37620
CERTIFICATION GRADE: A NO. 2803

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Individual Filter Monitoring Report 2005
Month: September PWS: City of Statesville PWS ID# 01-49- 010
Did an Individual Filter Exceedance(s)occurred this month? Yes No
If yes, please enter the appropriate information in the table below for each exceedance.
Filter# Turbidity Date(s) Exceeded Reason for Exceedance Corrective Action Taken
1
2
3
4
5
6
7
8
9
10
I certify that turbidity was asured for each individual filter at least every 15 minutes for the entire month:
ORS:

PFPV
Year: 2005
Division of Environmental Health,Public Water Supply Section Month: September
Surface Water System Monthly Operating Report
DBP Precursor Removal Performance
System Name: City of Statesville System PWS ID#: 01-49-010
Source Name: South Yadkin River Source Code: SW1
Facility I Plant Name: City of Statesville WTP Treated Code: FL1
Lab Cert ID#: Environment 1 - 37715
r
TOC Paired Sample Data Step# or
ACC#
Source Water (A) Method Running
#of paired Treated (B) Removal
Actual% Used to Quarter Annual
TOC smpl Month Alkalinity TOC(mg/L) Water TOC roe Required% Ratio Determine Average Average
sets for (mglL) (mg/L) Removal TOC Removal (A)/(B) Ratio (RAA)
Year Month
2005 1 January 23.0 2.0 1.4 30.0 35 0.86 Alt.2
2005 1 February 19.0 5.0 <1.0 80.0 35 2.29 Att.2
2005 1 March 21.0 1.4 1.0 28.6 35 0.82 Alt.2 1.13 1.13
2005 1 April 19.0 2.1 <1.0 16.7 35 0.48 Alt.2
2005 1 May 20.0 1.6 <1.0 37.5 35 1.07 Att.2
2005 1 June 24.0 1.3 <1.0 23.1 35 0.66 Att.2 <1.00 1.13
2005 1 July 25.0 1.9 1.2 36.8 35 1.05 Alt.2
2005 1 August 12.0 1.5 <1.0 33.3 35 0.95 Alt.2
2005 1 September 13.0 1.9 <1.0 47.4 35 1.35 Att.2 1.07 1.07
2004 1 October 24.0 1.7 <1.0 41.2 35 1.18 Att.2
2004 1 November 25.0 1.6 1.0 37.5 35 1.07 Alt.2
2004 1 December 20.0 1.4 1.2 14.3 35 0.41 Alt.2 1.07 1.09
RAA=Running Annual Average,Computed Quarterly
#ofsmpls Source water Treated water
collected Month t DOC SUVA QTR DOC SUVA QTR
Year for Mo. UV254(in 1) (mg/L) (Umg-m) Avc RAA UU254(m ) (mg/L) (Umg-m) AVG RAA
January
February
March
April
May
June
July
August
September
October
November
December
STEP 1 TOC Removal Requirements Alternative Compliance Criteria(ACC)
Source Water Alkalinity Alt.1 Source Water TOG <2.0 mg/L [ I
Source Water TOC(mg/L) Mg/L as CaCO3(in percentages) Alt.2 Treated Water TOC <2.0 mg/L X
0-60 >60-120 >120 Alt.3 Source Water SUVA < 2.0 Uma-m [
>2.0-4.0 35.0 25.0 15.0 -OR- Alt.4 Treated Water SUVA < 2.0 Umg-m [ ]
>4.0-8.0 45.0 35.0 25.0 Alt.5 Treated Water Alkalinity <60 mg/L (for softening systems only) [ 1
>8.0 50.0 40.0 30.0 Alt.6 7}{M & HAA RAA's <1/2 MCL &uses only chlorine [ 1
Source TOC RAA <4.0 mg/L and Source Alkalinity >60 mg/L and THM &
Alt.7 HAA RAAs < 1/2 MCL [ 1
Data Certifie $y: 7 ------ �G � Date: - `dS
(ORC Signature)
DENR Form DBP3(2001)

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Division o!'\\atcr Ctualm
DIVISION OF WATER QUALITY
August 24, 2004
Mr. Joe Hudson
City of Statesville
P.O. Box 1111
Statesville, North Carolina 28687
•
Subject: NPDES Permit No. NC0020591
Third Creek WWTP
Iredell County,NC
Dear Mr. Hudson:
Our records indicate that NPDES Permit No. NC0020591 was issued on August 20, 2004
for the discharge of wastewater to the surface waters of the State from your facility. The purpose
of this letter is to advise you of the importance of the Permit and the liabilities in the event of failure
to comply with the terms and conditions of the Permit. If you have not already done so, it is
suggested that you thoroughly read the Permit. Of particular importance is Page 4.
Page 4 sets forth the effluent limitations and monitoring requirements for your discharge.
Your discharge must not exceed any of the limitations set forth. The section headed "Monitoring
Requirements" describes the measurement frequencies, sample types and sampling locations. Upon
commencement of your discharge (or operation), you must initiate the required monitoring.. The
monitoring results must be entered on reporting forms furnished or approved by this Agency. If you
have not received these forms,they should be arriving shortly. If you fail to receive the forms,please
contact this Office as quickly as possible. I have enclosed a sample of the "Effluent" reporting form
(DWQ Form MR-1), plus instructions for completing the form. It is imperative that all applicable
parts be completed, and the original and one copy be submitted as required.
Please be advised that an annual administering and compliance monitoring fee may be
required for your facility. You will soon be receiving a statement from our Raleigh Office. It is
imperative that the fee be paid in a timely manner so as to prevent enforcement action or possible
revocation of your permit.
Noo"r`thCarolina br•A
,Naturally t,IC:DEW
N.C.Division of Water Quality, Mooresville Regional Office, 919 North Main Street, Mooresville NC 28115 [phone] Customer Service
1-877-623-6748

The remaining parts of the Permit set forth definitions, general conditions and special
conditions applicable to the operation of wastewater treatment facilities and/or discharge(s). The
conditions include special reporting requirements in the event of noncompliance, bypasses,treatment
unit/process failures, etc. Also addressed are requirements for a certified wastewater treatment plant
operator if you are operating wastewater treatment facilities. Any changes in operation of
wastewater treatment facilities, quantity and type of wastewater being treated or discharged,
expansions and/or upgrading of wastewater treatment facilities must be permitted or approved by
this Agency.
Failure to comply with the terms and conditions of an NPDES Permit subjects the Permittee
to enforcement action pursuant to Section 143-215.6 of the North Carolina General Statutes. A civil
penalty of up to $25,000 per violation (and/or criminal penalties) may be assessed for such
violations. If you find at any time that you are unable to comply with the terms and conditions of
the Permit, you should contact this Office immediately. A Special Order by Consent(SOC)may be
necessary while pursuing action to obtain compliance.
As a final note, an NPDES Permit is normally issued for a five-year period. Permits are not
automatically renewed. Renewal requests must be submitted to this Agency no later than 180 days
prior to expiration. Please make note of the expiration date of your Permit. This date is set forth on
Page 1 of the Permit. Also note that NPDES Permits are not automatically transferable. If you, as
the Permittee, cease to need this Permit, then you should request that the Division of Water Quality
rescind the Permit or request that DWQ reissue the Permit to another party, if necessary.
As mentioned previously,the purpose of this letter is to advise you of the importance of your
NPDES Permit. Please read the Permit and contact this Office at 704/663-1699 in Mooresville if
you have any questions or need clarification. We look forward to providing any assistance.
•
cerely,
D. Rex Gleason, P.E.
Water Quality Regional Supervisor
Enclosure
A:\NPDESLTR.WQ

' \N A TFR Michael F. Easley
+ O . r0 F"' Governor
• _' �' �v�;°IFFY C1F sr,,v, William OrRoss,Jr.,Secretary
0.)(> aluati= NCDENRNorth Carolina Department of Environment and Natural Resources
_ W t
0 -c MOOREL Alan W. Klimek, P.E., Director
�k;/ rI Division of Water Quality
August 20,2004
1,--- ..
•
AUG 2 4 2004
Mr.Joe Hudson
City of Statesville
P.O Box 1111 ` )
Statesville,North Carolina 28687
WATER ,. i (SECTION
Subject: Issuance of NPDES Permit NC0020591
Third Creek WWTP
Iredell County
Dear Mr. Hudson:
Division personnel have reviewed and approved your application for renewal of the subject permit.
Accordingly,we are forwarding the attached NPDES discharge permit. This permit is issued pursuant to the
requirements of North Carolina General Statute 143-215.1 and the Memorandum of Agreement between North
Carolina and the U.S. Environmental Protection Agency dated May 9, 1994(or as subsequently amended).
This final permit includes no major changes from the draft permit sent to you on May 26,2004.
This permit includes a TRC limit that will take effect on April 1, 2006. If you wish to install dechlorination
equipment, the Division has promulgated a simplified approval process for such projects. Guidance for approval of
dechlorination projects is attached.
If any parts,measurement frequencies or sampling requirements contained in this permit are unacceptable to
you,you have the right to an adjudicatory hearing upon written request within thirty(30) days following receipt of
this letter. This request must be in the form of a written petition,conforming to Chapter 150B of the North Carolina
General Statutes,and filed with the Office of Administrative Hearings (6714 Mail Service Center,Raleigh,North
Carolina 27699-6714). Unless such demand is made, this decision shall be final and binding.
Please note that this permit is not transferable except after notice to the Division. The Division may require
modification or revocation and reissuance of the permit. This permit does not affect the legal requirements to obtain
other permits which may be required by the Division of Water Quality or permits required by the Division of Land
Resources, the Coastal Area Management Act or any other Federal or Local governmental permit that may be
required. If you have any questions concerning this permit,please contact Sergei Chernikov at telephone number
[phone],extension 594.
Sincerely,
ORIGINAL SIGNED BY
SUSAN A. WILSON
Alan W. Klimek,P.E.
cc: Central Files
IIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIII
NPDES Unit
Mr. Roosevelt Childress,EPA Region IN'
Aquatic Toxicology Unit
Pretreatment Unit
N.C.Division of Water Quality I NPDES Unit Phone:[phone]
1617 Mail Service Center,Raleigh,NC 27699-1617 fax:[phone]
Internet:h2o.enr.state.nc.us DENR Customer Service Center: 1 800 623-7748

Permit No. NC0020591
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WA 1'ER QUALITY
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1,other lawful standards and
regulations promulgated and adopted by the North Carolina Environmental Management Commission, and
the Federal Water Pollution Control Act, as amended,
City of Statesville
is hereby authorized to discharge wastewater from a facility located at
Third Creek Wastewater Treatment Plant
444 Third Creek Road
Statesville
Iredell County
to receiving waters designated as Third Creek in the Yadkin-Pee Dee River Basin in accordance with effluent
limitations, monitoring requirements, and other conditions set forth in Parts I, II, III, and IV hereof.
The permit shall become effective October 1,2004.
This permit and the authorization to discharge shall expire at midnight on June 30,2009.
Signed this day August 20, 2004.
ORIGINAL SIGNED BY
SUSAN A. WILSON
Alan Klimek,P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission

Permit No. NC0020591
SUPPLEMENT TO PERMIT COVER SHEET
All previous NPDES Permits issued to this facility,whether for operation or discharge are hereby revoked. As of this
permit issuance,any previously issued permit bearing this number is no longer effective.Therefore, the exclusive
authority to operate and discharge from this facility arises under the permit conditions,requirements, terms,and
provisions included herein.
City of Statesville
is hereby authorized to:
1. Continue to operate and maintain the existing 4.0 MGD wastewater treatment facility consisting of
mechanical bar screens, spiral lift pumps, two extended aeration basins with mechanical aerators,
waste and return pumps, two secondary clarifiers, chlorination,aerobic sludge digester, sludge
thickener and a sludge press,located at the Third Cheek Wastewater Treatment Facility, 444 Third
Creek Road, Statesville, Iredell County, and bA\„It
2. Discharge from said treatment works at the location specified on the attached map into the Third
Creek which is classified as C waters in the Yadkin-Pee Dee River Basin.

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Latitude: 35°44'17"
Longitude: 80°50'28" City of Statesville
USGS Quad#: E15NE
River Basin#: 03-07-06 Third Creek
Receiving Stream:Third Creek NC0020591
Stream Class: C
Iredell County

Permit NC0020591
A. (1.) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS-Final
During the period beginning on the effective date of the permit and lasting until expiration, the Permittee is authorized to •
discharge from outfall 001. Such discharges shall be limited and monitored by the Permittee as specified below:
EFFLUENT LIMITS MONITORING REQUIREMENTS
CHARACTERISTICS
Monthly Weekly Daily Measurement Sample Sample Locationl
Average Average Maximum Frequency Type
Flow 4.0 MGD Continuous Recording Influent or Effluent
BOD,5 day,20°C2 30.0 mg/L 45.0 mg/L Daily Composite Influent&Effluent
Total Suspended Solids2 30.0 mg/L 45.0 mg/L Daily Composite Influent&Effluent
NH3-N 13.0 mg/L 35 mg/L Daily Composite Effluent
(April 1 to October 31)
NH3-N Daily Composite Effluent
(November 1 to March 31)
Dissolved Oxygen3 Daily Grab Effluent
Dissolved Oxygen 3/Week Grab Upstream&Downstream
Fecal Coliform 200/100 mL 400/100 mL Daily Grab Effluent
(geometric mean)
Total Residual Chlorine' 28 pg/L Daily Grab Effluent
Temperature Daily _ Grab Effluent
Temperature 3/Week Grab Upstream&Downstream
Conductivity Daily Grab Effluent
Total Nitrogen Weekly Composite Effluent
(NO2+NO3+TKN)
Total Phosphorus Weekly Composite Effluent
pH5 Daily Grab Effluent
Chronic Toxicity6 Quarterly Composite Effluent
Cadmium 5.2 µg/L 15 µg/L Weekly Composite Effluent
Cyanide 2/Month Grab Effluent
Chlorides Quarterly Composite Effluent
Selenium Quarterly Composite Effluent
Copper 2/Month Composite Effluent
Zinc 2/Month Composite Effluent
Silver Quarterly Composite Effluent
Effluent Pollutant Scan See A. (3.) Annual Grab Effluent
Notes:
1. Upstream = approximately 100 feet upstream from the outfall. Downstream = 1.9 miles downstream at
NCSR 2359 and 3.5 miles downstream at NCSR 2362. Upstream and downstream samples shall be grab
samples collected 3/week during June,July,August, and September and once per week during the rest of
the year. As a participant in the Yadkin Pee-Dee River Basin Association, the subject facility is not
responsible for conducting the instream monitoring requirements as stated above. Should your
membership in the agreement be terminated, you shall notify the Division immediately and the instream
monitoring requirements specified in your permit will be automatically reinstated.
2. The monthly average effluent BOD5 and Total Suspended Residue concentrations shall not exceed 15
percent of the respective influent value (85°/0 removal).
3. The daily average dissolved oxygen effluent concentration shall not be less than 5.0 mg/L.
4. The facility is allowed 18 months from the effective date of the permit to comply with the total
residual chlorine limit. This time period is allowed in order for the facility to budget and
design/construct the dechlorination and /or alternative disinfection systems.
5. The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units.
6. Chronic Toxicity (Ceriodaphnia) at 39%: January, April,July & October (see special condition A. (2.)).
There shall be no discharge of floating solids or visible foam in other than trace amounts.

•
Permit NC0020591
A. (2.) CHRONIC TOXICITY PERMIT LIMIT (Quarterly)
The effluent discharge shall at no time exhibit observable inhibition of reproduction or significant mortality to
Ceriodaphnia dubia at an effluent concentration of 39%.
The permit holder shall perform at a minimum,quarterly monitoring using test procedures outlined in the"North
Carolina Ceriodaphnia Chronic Effluent Bioassay Procedure,"Revised February 1998,or subsequent versions or
"North Carolina Phase II Chronic Whole Effluent Toxicity Test Procedure" (Revised-February 1998) or
subsequent versions. The tests will be performed during the months of January,April,July and October.
Effluent sampling for this testing shall be performed at the NPDES permitted final effluent discharge below all
treatment processes.
If the test procedure performed as the first test of any single quarter results in a failure or ChV below the permit
limit,then multiple-concentration testing shall be performed at a minimum,in each of the two following months as
described in "North Carolina Phase II Chronic Whole Effluent Toxicity Test Procedure" (Revised-February 1998)
or subsequent versions.
The chronic value for multiple concentration tests will be determined using the geometric mean of the highest
concentration having no detectable impairment of reproduction or survival and the lowest concentration that does
have a detectable impairment of reproduction or survival. The definition of"detectable impairment,"collection
methods,exposure regimes, and further statistical methods are specified in the"North Carolina Phase II Chronic
Whole Effluent Toxicity Test Procedure" (Revised-February 1998) or subsequent versions.
All toxicity testing results required as part of this permit condition will be entered on the Effluent Discharge
Monitoring Form (MR-1) for the months in which tests were performed,using the parameter code TGP3B for the
pass/fail results and THP3B for the Chronic Value. Additionally,DWQ Form AT-3 (original)is to be sent to the
following address:
Attention: NC DENR/ DWQ / Environmental Sciences Branch
1621 Mail Service Center
Raleigh,North Carolina 27699-1621
Completed Aquatic Toxicity Test Forms shall be filed with the Environmental Sciences Branch no later than 30
days after the end of the reporting period for which the report is made.
Test data shall be complete, accurate,include all supporting chemical/physical measurements and all
concentration/response data,and be certified by laboratory supervisor and ORC or approved designate signature.
Total residual chlorine of the effluent toxicity sample must be measured and reported if chlorine is employed for
disinfection of the waste stream.
Should there be no discharge of flow from the facility during a month in which toxicity monitoring is required, the
permittee will complete the information located at the top of the aquatic toxicity (Al) test form indicating the
facility name, permit number,pipe number,county, and the month/year of the report with the notation of"No
Flow"in the comment area of the form. The report shall be submitted to the Environmental Sciences Branch at
the address cited above.
Should the permittee fail to monitor during a month in which toxicity monitoring is required, monitoring will be
required during the following month.
Should any test data from this monitoring requirement or tests performed by the North Carolina Division of Water
Quality indicate potential impacts to the receiving stream, this permit may be re-opened and modified to include
alternate monitoring requirements or limits.
NOTE: Failure to achieve test conditions as specified in the cited document,such as minimum control organism survival,
minimum control organism reproduction,and appropriate environmental controls,shall constitute an invalid test and will
require immediate follow-up testing to be completed no later than the last day of the month following the month of the initial
monitoring.

Permit NC0020591
A. (3.) EFFLUENT POLLUTANT SCAN
The Permittee shall perform an annual Effluent Pollutant Scan for all parameters listed in the attached table (using a
sufficiently sensitive detection level in accordance with 40 CFR Part 136). Samples shall represent seasonal
variations. Unless otherwise indicated,metals shall be analyzed as "total recoverable."
Ammonia(as N) Trans-1,2-dichloroethvlene Bis(2-chloroethvl)ether
Chlorine(total residual,'IRC) 1,1-dichlorocthvlene Bis(2-chloroisopropvl)ether
Dissolved oxygen 1,2-dichloropropane Bis(2-ethvlhcxvl)phthalate
Nitrate/Nitrite 1,3-dichloropropvlene 4-bromophenvl phenyl ether
Kjeldahl nitrogen Ethylbenzene Butyl bcnzyl phthalate
Oil and grease Methyl bromide 2-chloronaphthalene
Phosphorus Methyl chloride 4-chlorophenyl phenyl ether
Total dissolved solids Methylene chloride Chrysene
Hardness 1,1,2,2-tetrachloroethanc Di-n-butyl phthalate
Antimony Tetrachloroethvlene Di-n-octvl phthalate
Arsenic Toluene Dibenzo(a,h)anthracene
Beryllium 1,1,1-trichloroethanc 1,2-dichlorobenzenc
Cadmium 1,1,2-trichloroethane 1,3-dichlorobenzene
Chromium Trichloroethylene 1,4-dichlorobenzcnc
Copper Vinyl chloride 3,3-dtchlorobenzidine
Lead Add-extractable compounds: Diethyl phthalate
Mercury P-chloro-m-cresol Dimethvl phthalate
Nickel 2-chlorophenol 2,4-dinitrotuluene
Selenium 2,4-dichlorophenol 2,6-dinitrotolucne
Silver 2,4-dimethylphenol 1,2-diphenylhvdrazinc
Thallium 4,6-dinitro-o-cresol Fluoranthene
Zinc 2,4-dinitrophenol Fluorenc
Cyanide 2-nitrophenol Hexachlon,benzcne
Total phenolic compounds 4-nitrophenol Hexachlorobutadiene
1'olatile orpanii compound': Pentachlon,phenol Hexachlorocvclo-pentadiene
Acrolein Phenol Hexachloroethane
Acry lnni tri le 2,4,6-trichlorophenol Indeno(I,2,3-cd)pvrene
Benzene Bare-neutral compound: Isophorone
Bromoform Acenaphthenc Naphthalene
Carbon tetrachloride Acenaphthvlenc Nitrobenzene
Chlorobcnzenc Anthracenc N-nitrusodi-n-propylamine
Chlorodibromomethane Benzidine N-nitrosodimethvlarnine
Chlorocthane Benzo(a)antht acenc N-nitrosodiphenylamine
2-chlornethylvinvl ether Benzo(a)pvrenc Phenanthrene
Chloroform 3,4 benzoflu ranthenc Pyrene
Dichlorobromomethane Benzo(ghi)pervlene 1,2,4-tnchlorobenzene
1,1-dichlorocthane Benzo(k)fluoranthene
1,2-dichlorocthane Bis(2-chlorocthoxv)methane
Test results shall be reported to the Division in DWQ Form-A MR-PPA1 or in a form approved by the
Director within 90 days of sampling. The report shall be submitted to the following address: Division of
Water Quality,Water Quality Section, Central Files, 1617 Mail Service Center, Raleigh,North Carolina
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PART II
STANDARD CONDITIONS FOR NPDES PERMITS
Section A. Definitions
2/Month
Samples are collected twice per month with at least ten calendar days between sampling events.
3/Week-
Samples are collected three times per week on three separate calendar days.
Act or"the Act"
The Federal Water Pollution Control Act,also known as the Clean Water Act,as amended,33 USC 1251,et.seq.
Annual Average
The arithmetic mean of all "daily discharges" of a pollutant measured during the calendar year. In the case of fecal
coliform,the geometric mean of such discharges.
Arithmetic Mean
The summation of the individual values divided by the number of individual values.
Bypass
The known diversion of waste streams from any portion of a treatment facility including the collection system,which
is not a designed or established or operating mode for the facility.
. Calendar Day
The period from midnight of one day until midnight of the next day. However, for purposes of this permit, any
consecutive 24-hour period that reasonably represents the calendar day may be used for sampling.
Calendar Quarter
One of the following distinct periods: January through March, April through June,July through September, and
October through December.
Composite Sample
A sample collected over a 24-hour period by continuous sampling or combining grab samples of at least 100 ml in
such a manner as to result in a total sample representative of the wastewater discharge during the sample period. The
Director may designate the most appropriate method (specific number and size of aliquots necessary, the time.
interval between grab samples, etc.) on a case-by-case basis. Samples may be collected manually or automatically.
Composite samples may be obtained by the following methods:
(1) Continuous: a single,continuous sample collected over a 24-hour period proportional to the rate of flow.
(2) Constant time/variable volume: a series of grab samples collected at equal time intervals over a 24 hour
period of discharge and combined proportional to the rate of flow measured at the time of individual sample
collection,or
(3) Variable time/constant volume: a series of grab samples of equal volume collected over a 24 hour period
with the time intervals between samples determined by a preset number of gallons passing the sampling
point. Flow measurement between sample intervals shall be determined by use of a flow recorder and
totalizer, and the preset gallon interval between sample collection fixed at no greater than 1/24 of the
expected total daily flow at the treatment system,or
(4) Constant time/constant volume: a series of grab samples of equal volume collected over a 24-hour period at
a constant time interval. This method may only be used in situations where effluent flow rates vary
less than 15 percent. The grab samples shall be taken at intervals of no greater than 20 minutes apart
during any 24-hour period and must be of equal size and of no less than 100 milliliters. Use of this method
requires prior approval by the Director.
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In accordance with (4) above,influent grab samples shall not be collected more than once per hour.
Effluent grab samples shall not be collected more than once per hour except at wastewater treatment systems
having a detention time of greater than 24 hours. In such cases, effluent grab samples may be collected at
intervals evenly spaced over the 24-hour period that are equal in number of hours to the detention time of the
system in number of days. However, the interval between effluent grab samples may not exceed six hours nor
the number of samples less than four during a 24-hour sampling period.
Continuous flow measurement
Flow monitoring that occurs without interruption throughout the operating hours of the facility. Flow shall be
monitored continually except for the infrequent times when there may be no flow or for infrequent maintenance
activities on the flow device.
Daily Discharge
The discharge of a pollutant measured during a calendar day or any 24-hour period that reasonably represents the
calendar day for purposes of sampling. For pollutants measured in units of mass,the"daily discharge"is calculated as
the total mass of the pollutant discharged over the day. The "daily discharge" concentration comprises the mean
concentration for a 24-hour sampling period as either a composite sample concentration or the arithmetic mean of all
grab samples collected during that period. (40 CFR 122.3)
Daily Maximum
The highest"daily discharge"during the calendar month.
Daily Sampling
Parameters requiring daily sampling shall be sampled 5 out of every 7 days per week unless otherwise specified in the
permit. The Division expects that sampling shall be conducted on weekdays except where holidays or other
disruptions of normal operations prevent weekday sampling. If sampling is required for all seven days of the week
for any permit parameter(s),that requirement will be so noted on the Effluent Limitations and Monitoring Page(s).
DWQ or"the Division"
The Division of Water Quality,Department of Environment and Natural Resources.
EMC
The North Carolina Environmental Management Commission.
Facility Closure
The cessation of wastewater treatment at a permitted facility,or the cessation of all activities that require coverage
under the NPDES. Completion of facility closure will allow this permit to be rescinded.
Geometric Mean
The Nth root of the product of the individual values where N = the number of individual values. For purposes of
calculating the geometric mean,values of"0" (or"< [detection level]") shall be considered = 1.
Grab Sample
Individual samples of at least 100 ml collected over a period of time not exceeding 15 minutes. Grab samples can be
collected manually. Grab samples must be representative of the discharge (or the receiving stream, for instream
samples).
Hazardous Substance
Any substance designated under 40 CFR Part 116 pursuant to Section 311 of the Clean Water Act.
Instantaneous flow measurement
A measure of flow taken at the time of sampling, when both the sample and flow will be representative of the total
discharge.
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Monthly Average (concentration limit)
The arithmetic mean of all "daily discharges" of a pollutant measured during the calendar month. In the case of fecal
coliform,the geometric mean of such discharges.
Permit Issuing Authority
The Director of the Division of Water Quality.
Quarterly Average (concentration limit)
The average of all samples taken over a calendar quarter.
Severe property damage
Substantial physical damage to property,damage to the treatment facilities which causes them to become inoperable,
or substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a
bypass. Severe property damage excludes economic loss caused by delays in production.
Toxic Pollutant:
Any pollutant listed as toxic under Section 3O7(a)(1) of the Clean Water Act.
Upset
An incident beyond the reasonable control of the Permittee causing unintentional and temporary noncompliance with
permit effluent limitations and/or monitoring requirements. An upset does not include noncompliance caused by
operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive
maintenance,or careless or improper operation.
Weekly Average (concentration limit)
The arithmetic mean of all "daily discharges" of a pollutant measured during the calendar week. In the case of fecal
coliform,the geometric mean of such discharges.
•
Section B. General Conditions
1. Duty to Comply
The Permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a violation
of the Clean Water Act and is grounds for enforcement action;for permit termination,revocation and reissuance,
or modification;or denial of a permit renewal application [40 CFR 122.41].
a. The Permittee shall comply with effluent standards or prohibitions established under section 3O7(a) of.the
Clean Water Act for toxic pollutants and with standards for sewage sludge use or disposal established under
section 4O5(d) of the Clean Water Act within the time provided in the regulations that establish these
standards or prohibitions or standards for sewage sludge use or disposal, even if the permit has not yet been
modified to incorporate the requirement.
b. The Clean Water Act provides that any person who violates section 301,302,306,307,308,318 or 405 of the
Act, or any permit condition or limitation implementing any such sections in a permit issued under section
402, or any requirement imposed in a pretreatment program approved under sections 4O2(a)(3) or 4O2(b)(8)
of the Act, is subject to a civil penalty not to exceed $25,000 per day for each violation. [40 CFR 122.41 (a)
(2)]
c. The Clean Water Act provides that any person who negligently violates sections 301,302,306,307,308,318,or
405 of the Act, or any condition or limitation implementing any of such sections in a permit issued under
section 402 of the Act, or any requirement imposed in a pretreatment program approved under section
4O2(a)(3) or 4O2(b)(8) of the Act,is subject to criminal penalties of$2,500 to $25,000 per day of violation,or
imprisonment of not more than 1 year, or both. In the case of a second or subsequent conviction for a
negligent violation, a person shall be subject to criminal penalties of not more than $50,000 per day of
violation,or by imprisonment of not more than 2 years,or both. [40 CFR 122.41 (a) (2)]
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d. Any person who knowing violates such sections, or such conditions or limitations is subject to criminal
penalties of$5,000 to $50,000 per day of violation, or imprisonment for not more than 3 years, or both. In
the case of a second or subsequent conviction for a knowing violation, a person shall be subject to criminal
penalties of not more than$100,000 per day of violation,or imprisonment of not more than 6 years,or both.
[40 CFR 122.41 (a) (2)]
e. Any person who knowingly violates section 301,302,303,306,307,308,318 or 405 of the Act,or any permit
condition or limitation implementing any of such sections in a permit issued under section 402 of the Act,
and who knows at that time that he thereby places another person in imminent danger of death or serious
bodily injury, shall, upon conviction, be subject to a fine of not more than $250,000 or imprisonment of not
more than 15 years,or both. In the case of a second or subsequent conviction for a knowing endangerment
violation,a person shall be subject to a fine of not more than$500,000 or by imprisonment of not more than
30 years, or both. An organization, as defined in section 309(c)(3)(B)(iii) of the CWA, shall,upon conviction
of violating the imminent danger provision,be subject to a fine of not more than$1,000,000 and can be fined
up to$2,000,000 for second or subsequent convictions. [40 CFR 122.41 (a) (2)]
f. Under state law, a civil penalty of not more than $25,000 per violation may be assessed against any person
who violates or fails to act in accordance with the terms, conditions, or requirements of a permit. [North
Carolina General Statutes § 143-215.6A]
g. Any person may be assessed an administrative penalty by the Administrator for violating section 301, 302,
306, 307, 308, 318 or 405 of this Act, or any permit condition or limitation implementing any of such
sections in a permit issued under section 402 of this Act. Administrative penalties for Class I violations are
not to exceed $10,000 per violation,with the maximum amount of any Class I penalty assessed not to exceed
$25,000. Penalties for Class II violations are not to exceed $10,000 per day for each day during which the
violation continues, with the maximum amount of any Class II penalty not to exceed $125,000. [40 CFR
122.41 (a) (3)]
2. Duty to Mitigate
The Permittee shall take all reasonable steps to minimize or prevent any discharge or sludge use or disposal in
violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment
[40 CFR 122.41 (d)].
3. Civil and Criminal Liability
Except as provided in permit conditions on "Bypassing" (Part II. C. 4), "Upsets" (Part II. C. 5) and "Power
Failures" (Part II. C. 7), nothing in this permit shall be construed to relieve the Permittee from any
responsibilities, liabilities, or penalties for noncompliance pursuant to NCGS 143-215.3, 143-215.6 or Section 309
of the Federal Act, 33 USC 1319. Furthermore, the Permittee is responsible for consequential damages, such as
fish kills,even though the responsibility for effective compliance may be temporarily suspended.
4. Oil and Hazardous Substance Liability
Nothing in this permit shall be construed to preclude the institution of any legal action or relieve the Permittee
from any responsibilities,liabilities,or penalties to which the Permittee is or may be subject to under NCGS 143-
215.75 et seq. or Section 311 of the Federal Act, 33 USG 1321. Furthermore, the Permittee is responsible for
consequential damages, such as fish kills, even though the responsibility for effective compliance may be
temporarily suspended.
5. Property Rights
The issuance of this permit does not convey any property rights in either real or personal property, or any
exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor
any infringement of Federal,State or local laws or regulations [40 CFR 122.41 (g)].
6. *Onshore or Offshore Construction
This permit does not authorize or approve the construction of any onshore or offshore physical structures or
facilities or the undertaking of any work in any navigable waters.
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7. Severability
• The provisions of this permit are severable. If any provision of this permit, or the application of any provision of this
permit to any circumstances, is held invalid, the application of such provision to other circumstances, and the remainder
of this permit,shall not be affected thereby [NCGS 150B-23].
8. Duty to Provide Information
The Permittee shall furnish to the Permit Issuing Authority,within a reasonable time, any information which the
Permit Issuing Authority may request to determine whether cause exists for modifying,revoking and reissuing,or
terminating this permit or to determine compliance with this permit. The Permittee shall also furnish to the
Permit Issuing Authority upon request,copies of records required by this permit [40 CFR 122.41 (h)].
9. Duty to Reapply
If the Permittee wishes to continue an activity regulated by this permit after the expiration date of this permit,the
Permittee must apply for and obtain a new permit [40 CFR 122.41 (b)].
10. Expiration of Permit
The Permittee is not authorized to discharge after the expiration date. In order to receive automatic
authorization to discharge beyond the expiration date, the Permittee shall submit such information, forms, and
fees as are required by the agency authorized to issue permits no later than 180 days prior to the expiration date.
Any Permittee that has not requested renewal at least 180 days prior to expiration,or any Permittee that does not
have a permit after the expiration and has not requested renewal at least 180 days prior to expiration,will subject
the Permittee to enforcement procedures as provided in NCGS 143-215.6 and 33 USC 1251 et. seq.
11. Signatory Requirements
All applications, reports, or information submitted to the Permit Issuing Authority shall be signed and certified
[40 CFR 122.41 (k)].
a. All permit applications shall be signed as follows:
(1) For a corporation: by a responsible corporate officer. For the purpose of this Section, a responsible
corporate officer means: (a) a president, secretary, treasurer or vice president of the corporation in
charge of a principal business function, or any other person who performs similar policy or decision
making functions for the corporation, or (b) the manager of one or more manufacturing,production,or
operating facilities,provided,the manager is authorized to make management decisions which govern the
operation of the regulated facility including having the explicit or implicit duty of making major capital
investment recommendations, and initiating and directing other comprehensive measures to assure long
term environmental compliance with environmental laws and regulations; the manager can ensure that
the necessary systems are established or actions taken to gather complete and accurate information for
permit application requirements; and where authority to sign documents has been assigned or delegated
to the manager in accordance with corporate procedures .
(2) For a partnership or sole proprietorship: by a general partner or the proprietor,respectively;or
(3) For a municipality, State, Federal, or other public agency: by either a principal executive officer or
ranking elected official [40 CFR 122.22].
b. All reports required by the permit and other information requested by the Permit Issuing Authority shall be
signed by a person described in paragraph a. above or by a duly authorized representative of that person. A
person is a duly authorized representative only if:
1. The authorization is made in writing by a person described above;
2. The authorization specified either an individual or a position having responsibility for the overall
operation of the regulated facility or activity,such as the position of plant manager,operator of a well or
well field, superintendent, a position of equivalent responsibility, or an individual or position having
overall responsibility for environmental matters for the company. (A duly authorized representative may
thus be either a named individual or any individual occupying a named position.);and
3. The written authorization is submitted to the Permit Issuing Authority [40 CFR 122.22]
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c. Changes to authorization: If an authorization under paragraph (b) of this section is no longer accurate
because a different individual or position has responsibility for the overall operation of the facility, a new
authorization satisfying the requirements of paragraph (b) of this section must be submitted to the Director
prior to or together with any reports, information, or applications to be signed by an authorized
representative [40 CFR 122.22]
d. Certification. Any person signing a document under paragraphs a. or b. of this section shall make the
following certification [40 CFR 122.22]:
"I certify, under penalty of law, that this document and all attachments were prepared under my direction or
supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate
the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons
directly responsible for gathering the information, the information submitted is, to the best of my knowledge and
belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information,
including the possibility of fines and imprisonment for knowing violations."
12. Permit Actions
This permit may be modified, revoked and reissued, or terminated for cause. The filing of a request by the
Permittee for a permit modification, revocation and reissuance, or termination, or a notification of planned
changes or anticipated noncompliance does not stay any permit condition [40 CFR 122.41 (f)].
13. Permit Modification,Revocation and Reissuance,or Termination
The issuance of this permit does not prohibit the permit issuing authority from reopening and modifying the
permit,revoking and reissuing the permit,or terminating the permit as allowed by the laws,rules,and regulations
contained in Title 40, Code of Federal Regulations, Parts 122 and 123; Title 15A of the North Carolina
Administrative Code,Subchapter 2H .0100;and North Carolina General Statute 143-215.1 et. al.
14. Annual Administering and Compliance Monitoring Fee Requirements
The Permittee must pay the annual administering and compliance monitoring fee within thirty days after being
billed by the Division. Failure to pay the fee in a timely manner in accordance with 15A NCAC 2H.0105 (b) (4)
may cause this Division to initiate action to revoke the permit.
Section C. Operation and Maintenance of Pollution Controls
1. Certified Operator
Upon classification of the permitted facility by the Certification Commission, the Permittee shall employ a
certified water pollution control treatment system operator in responsible charge (ORC) of the water pollution
control treatment system. Such operator must hold a certification of the grade equivalent to or greater than the
classification assigned to the water pollution control treatment system by the Certification Commission. The
Permittee must also employ one or more certified Back-up ORCs who possess a currently valid certificate of the
type of the system. Back-up ORCs must possess a grade equal to (or no more than one grade less than)the grade
of the system [15A NCAC 8G.0201].
The ORC of each Class I facility must:
➢ Visit the facility at least weekly
➢ Comply with all other conditions of 15A NCAC 8G.0204.
The ORC of each Class II,III and IV facility must:
➢ Visit the facility at least daily,excluding weekends and holidays
D. Properly manage and document daily operation and maintenance of the facility
➢ Comply with all other conditions of 15A NCAC 8G.0204.
Once the facility is classified, the Permittee shall submit a letter to the Certification Commission designating the
operator in responsible charge:
a. Within 60 calendar days prior to wastewater being introduced into a new system
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b. Within 120 calendar days of:
➢ Receiving notification of a change in the classification of the system requiring the designation of a
new ORC and back-up ORC
➢ A vacancy in the position of ORC or back-up ORC.
2: Proper Operation and Maintenance
The Permittee shall at all times provide the operation and maintenance resources necessary to operate the existing
facilities at optimum efficiency. The Permittee shall at all times properly operate and maintain all facilities and
systems of treatment and control (and related appurtenances) which are installed or used by the Permittee to
achieve compliance with the conditions of this permit. Proper operation and maintenance also includes adequate
laboratory controls and appropriate quality assurance procedures. This provision requires the Permittee to install
and operate backup or auxiliary facilities only when necessary to achieve compliance with the conditions of the
permit [40 CFR 122.41 (e)].
3. Need to Halt or Reduce not a Defense
It shall not be a defense for a Permittee in an enforcement action that it would have been necessary to halt or
reduce the permitted activity in order to maintain compliance with the condition of this permit [40 CFR 122.41
(c)].
4. Bypassing of Treatment Facilities
a. Bypass not exceeding limitations [40 CFR 122.41 (m) (2)]
The Permittee may allow any bypass to occur which does not cause effluent limitations to be exceeded, but
only if it also is for essential maintenance to assure efficient operation. These bypasses are not subject to the
provisions of Paragraphs b.and c.of this section.
b. Notice [40 CFR 122.41 (m) (3)]
(1) Anticipated bypass. If the Permittee knows in advance of the need for a bypass, it shall submit prior
notice, if possible at least ten days before the date of the bypass; including an evaluation of the
anticipated quality and effect of the bypass.
(2) Unanticipated bypass. The Permittee shall submit notice of an unanticipated bypass as required in Part
II.E. 6. (24-hour notice).
c. Prohibition of Bypass
(1) Bypass from the treatment facility is prohibited and the Permit Issuing Authority may take enforcement
action against a Permittee for bypass,unless:
(A) Bypass was unavoidable to prevent loss of life,personal injury or severe property damage;
(B) There were no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities,
retention of untreated wastes or maintenance during normal periods of equipment downtime. This
condition is not satisfied if adequate backup equipment should have been installed in the exercise of
reasonable engineering judgment to prevent a bypass which occurred during normal periods of
equipment downtime or preventive maintenance;and
(C) The Permittee submitted notices as required under Paragraph b. of this section.
(2) Bypass from the collection system is prohibited and the Permit Issuing Authority may take enforcement
action against a Permittee for a bypass as provided in any current or future system-wide collection system
permit associated with the treatment facility.
(3) The Permit Issuing Authority may approve an anticipated bypass, after considering its adverse effects,if
the Permit Issuing Authority determines that it will meet the three conditions listed above in Paragraph c.
(1) of this section.
5. Upsets
a. Effect of an upset [40 CFR 122.41 (n) (2)]: An upset constitutes an affirmative defense to an action
brought for noncompliance with such technology based permit effluent limitations if the requirements of
paragraph b. of this condition are met. No determination made during administrative review of claims that
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noncompliance was caused by upset, and before an action for noncompliance, is final administrative action •
subject to judicial review.
b. Conditions necessary for a demonstration of upset: A Permittee who wishes to establish the
affirmative defense of upset shall demonstrate, through properly signed,contemporaneous operating logs,or
other relevant evidence that:
(1)An upset occurred and that the Permittee can identify the cause(s) of the upset;
(2)The Permittee facility was at the time being properly operated;and
(3)The Permittee submitted notice of the upset as required in Part II. E. 6. (b) (B) of this permit.
(4)The Permittee complied with any remedial measures required under Part II. B. 2. of this permit.
d. Burden of proof[40 CFR 122.41 (n) (4)]: The Permittee seeking to establish the occurrence of an
upset has the burden of proof in any enforcement proceeding.
6. Removed Substances
Solids, sludges, filter backwash,or other pollutants removed in the course of treatment or control of wastewaters
shall be utilized/disposed of in accordance with NCGS 143-215.1 and in a manner such as to prevent any pollutant
from such materials from entering waters of the State or navigable waters of the United States. The Permittee
shall comply with all existing Federal regulations governing the disposal of sewage sludge. Upon promulgation of
40 CFR Part 503, any permit issued by the Permit Issuing Authority for the utilization/disposal of sludge may be
reopened and modified, or revoked and reissued, to incorporate applicable requirements at 40 CFR 503. The
Permittee shall comply with applicable 40 CFR 503 Standards-for the Use and Disposal of Sewage Sludge (when
promulgated) within the time provided in the regulation, even if the permit is not modified to incorporate the
requirement. The Permittee shall notify the Permit Issuing Authority of any significant change in its sludge use
or disposal practices.
7. Power Failures
The Permittee is responsible for maintaining adequate safeguards (as required by 15A NCAC 2H.0124 —
Reliability) to prevent the discharge of untreated or inadequately treated wastes during electrical power failures
either by means of alternate power sources,standby generators or retention of inadequately treated effluent.
Section D. Monitoring and Records
1. Representative Sampling
Samples collected and measurements taken,as required herein,shall be characteristic of the volume and nature of
the permitted discharge. Samples collected at a frequency less than daily shall be taken on a day and time that is
characteristic of the discharge over the entire period the sample represents. All samples shall be taken at the
monitoring points specified in this permit and, unless otherwise specified, before the effluent joins or is diluted
by any other wastestream, body of water, or substance. Monitoring points shall not be changed without
notification to and the approval of the Permit Issuing Authority [40 CFR 122.41 (j)].
2. Reporting
Monitoring results obtained during the previous month(s) shall be summarized for each month and reported on a
monthly Discharge Monitoring Report (DMR) Form (MR 1, 1.1, 2, 3) or alternative forms approved by the
Director,postmarked no later than the 28th day following the completed reporting period.
The first DMR is due on the last day of the month following the issuance of the permit or in the case of a new
facility, on the last day of the month following the commencement of discharge. Duplicate signed copies of
these,and all other reports required herein,shall be submitted to the following address:
NC DENR/Division of Water Quality/Water Quality Section
ATTENTION: Central Files
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
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3. Flow Measurements
Appropriate flow measurement devices and methods consistent with accepted scientific practices shall be selected
and used to ensure the accuracy and reliability of measurements of the volume of monitored discharges. The
devices shall be installed,calibrated and maintained to ensure that the accuracy of the measurements is consistent
with the accepted capability of that type of device. Devices selected shall be capable of measuring flows with a
maximum deviation of less than 10% from the true discharge rates throughout the range of expected discharge
volumes. Flow measurement devices shall be accurately calibrated at a minimum of once per year and maintained
to ensure that the accuracy of the measurements is consistent with the accepted capability of that type of device.
The Director shall approve the flow measurement device and monitoring location prior to installation.
Once-through condenser cooling water flow monitored by pump logs,or pump hour meters as specified in Part I
of this permit and based on the manufacturer's pump curves shall not be subject to this requirement.
4. Test Procedures
Test procedures for the analysis of pollutants shall conform to the EMC regulations (published pursuant to
NCGS 143-215.63 et. seq.), the Water and Air Quality Reporting Acts, and to regulations published pursuant.to
Section 304(g), 33 USC 1314, of the Federal Water Pollution Control Act (as Amended), and 40 CFR 136; or in
the case of sludge use or disposal,approved under 40 CFR 136,unless otherwise specified in 40 CFR 503,unless
other test procedures have been specified in this permit [40 CFR 122.41].
To meet the intent of the monitoring required by this permit, all test procedures must produce minimum
detection and reporting levels that are below the permit discharge requirements and all data generated must be
reported down to the minimum detection or lower reporting level of the procedure. If no approved methods are
determined capable of achieving minimum detection and reporting levels below permit discharge requirements,
then the most sensitive (method with the lowest possible detection and reporting level) approved method must
be used.
5. Penalties for Tampering
The Clean Water Act provides that any person who falsifies, tampers with, or knowingly renders inaccurate,any
monitoring device or method required to be maintained under this permit shall,upon conviction,be punished by
a fine of not more than $10,000 per violation, or by imprisonment for not more than two years per violation, or
by both. If a conviction of a person is for a violation committed after a first conviction of such person under this
paragraph,punishment is a fine of not more than $20,000 per day of violation, or by imprisonment of not more
than 4 years,or both [40 CFR 122.41].
6. Records Retention
Except for records of monitoring information required by this permit related to the Permittee's sewage sludge
use and disposal activities, which shall be retained for a period of at least five years (or longer as required by 40
. CFR 503),the Permittee shall retain records of all monitoring information,including:
➢ all calibration and maintenance records
D. all original strip chart recordings for continuous monitoring instrumentation
➢ copies of all reports required by this permit
D. copies of all data used to complete the application for this permit
These records or copies shall be maintained for a period of at least 3 years from the date of the sample,
measurement,report or application. This period may be extended by request of the Director at any time [40 CFR
122.41].
7. Recording Results
For each measurement or sample taken pursuant to the requirements of this permit, the Permittee shall record
the following information [40 CFR 122.41]:
a. The date,exact place,and time of sampling or measurements;
b. The individual(s)who performed the sampling or measurements;
c. The date(s) analyses were performed;
d. The individual(s)who performed the analyses;
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e. The analytical techniques or methods used;and
£ The results of such analyses.
8. Inspection and Entry
The Permittee shall allow the Director,or an authorized representative (including an authorized contractor acting
• as a representative of the Director),upon the presentation of credentials and other documents as may be required
by law,to;
a. Enter upon the Permittee's premises where a regulated facility or activity is located or conducted, or where
records must be kept under the conditions of this permit;
b. Have access to and copy, at reasonable times, any records that must be kept under the conditions of this
permit;
c. Inspect at reasonable times any facilities,equipment (including monitoring and control equipment),practices,
or operations regulated or required under this permit;and
d. Sample or monitor at reasonable times, for the purposes of assuring permit compliance or as otherwise
authorized by the Clean Water Act,any substances or parameters at any location [40 CFR 122.41 (i)].
Section E Reporting Requirements
1. Change in Discharge
All discharges authorized herein shall be consistent with the terms and conditions of this permit. The discharge
of any pollutant identified in this permit more frequently than or at a level in excess of that authorized shall
constitute a violation of the permit.
2. Planned Changes
The Permittee shall give notice to the Director as soon as possible of any planned physical alterations or
additions to the permitted facility [40 CFR 122.41 (1)]. Notice is required only when:
a. The alteration or addition to a permitted facility may meet one of the criteria for new sources at 40 CFR
122.29 (b);or
b. The alteration or addition could significantly change the nature or increase the quantity of pollutants
discharged. This notification applies to pollutants subject neither to effluent limitations in the permit,nor to
notification requirements under 40 CFR 122.42 (a) (1).
c. The alteration or addition results in a significant change in the Permittee's sludge use or disposal practices,
and such alternation, addition or change may justify the application of permit conditions that are different
from or absent in the existing permit, including notification of additional use or disposal sites not reported
during the permit application process or not reported pursuant to an approved land application plan.
3. Anticipated Noncompliance
The Permittee shall give advance notice to the Director of any planned changes to the permitted facility or other
activities that might result in noncompliance with the permit [40 CFR 122.41 (1) (2)].
4. Transfers
This permit is not transferable to any person'except after notice to the Director. The Director may require
modification or revocation and reissuance of the permit to document the change of ownership. Any such action
may incorporate other requirements as may be necessary under the Clean Water Act [40 CFR 122.41 (1) (3)].
5. Monitoring Reports
Monitoring results shall be reported at the intervals specified elsewhere in this permit [40 CFR 122.41 (1) (4)].
a. Monitoring results must be reported on a Discharge Monitoring Report (DMR) (See Part II. D. 2) or forms
provided by the Director for reporting results of monitoring of sludge use or disposal practices.
b. If the Permittee monitors any pollutant more frequently than required by this permit, the results of such
monitoring shall be included in the calculation and reporting of the data submitted on the DMR.
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6. Twenty-four Hour Reporting
a. The Permittee shall report to the Director or the appropriate Regional Office any noncompliance that
potentially threatens public health or the environment. Any information shall be provided orally within 24
hours from the time the Permittee became aware of the circumstances. A written submission shall also be
provided within 5 days of the time the Permittee becomes aware of the circumstances. The written
submission shall contain a description of the noncompliance, and its cause; the period of noncompliance,
including exact dates and times, and if the noncompliance has not been corrected, the anticipated time it is
expected to continue; and steps taken or planned to reduce, eliminate, and prevent reoccurrence of the
noncompliance [40 CFR 122.41 (1) (6)].
b. The Director may waive the written report on a case-by-case basis for reports under this section if the oral
report has been received within 24 hours.
c. Occurrences outside normal business hours may also be reported to the Division's Emergency Response
personnel at(800) 662-7956, [phone] or(919)733-3300.
7. Other Noncompliance
The Permittee shall report all instances of noncompliance not reported under Part II. E. 5 and 6.of this permit at
the time monitoring reports are submitted. The reports shall contain the information listed in Part II. E. 6. of
this permit [40 CFR 122.41 (1) (7)].
8. Other Information
Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or
submitted incorrect information in a permit application or in any report to the Director,it shall promptly submit
such facts or information [40 CFR 122.41 (1) (8)].
9. Noncompliance Notification
The Permittee shall report by telephone to either the central office or the appropriate regional office of the
Division as soon as possible, but in no case more than 24 hours or on the next working day following the
occurrence or first knowledge of the occurrence of any of the following:
a. Any occurrence at the water pollution control facility which results in the discharge of significant amounts of
wastes which are abnormal in quantity or characteristic, such as the dumping of the contents of a sludge
• digester; the known passage of a slug of hazardous substance through the facility; or any other unusual
circumstances.
b. Any process unit failure, due to known or unknown reasons, that render the facility incapable of adequate
wastewater treatment such as mechanical or electrical failures of pumps,aerators,compressors,etc.
c. Any failure of a pumping station, sewer line, or treatment facility resulting in a by-pass directly to receiving
waters without treatment of all or any portion of the influent to such station or facility.
Persons reporting such occurrences by telephone shall also file a written report within 5 days following first
knowledge of the occurrence.
10. Availability of Reports
Except for data determined to be confidential under NCGS 143-215.3 (a)(2) or Section 308 of the Federal Act,33
USC 1318, all reports prepared in accordance with the terms shall be available for public inspection at the offices
of the Division of Water Quality. As required by the Act, effluent data shall not be considered confidential.
Knowingly making any false statement on any such report may result in the imposition of criminal penalties as
provided for in NCGS 143-215.1 (b)(2) or in Section 309 of the Federal Act.
11. Penalties for Falsification of Reports
The Clean Water Act provides that any person who knowingly makes any false statement, representation, or
certification in any record or other document submitted or required to be maintained under this permit,including
monitoring reports or reports of compliance or noncompliance shall, upon conviction, be punished by a fine of
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not more than $25,000 per violation, or by imprisonment for not more than two years per violation, or by both •
[40 CFR 122.41].
12. Annual Performance Reports
Permittees who own or operate facilities that collect or treat municipal or domestic waste shall provide an annual
report to the Permit Issuing Authority and to the users/customers served by the Permittee (NCGS 143-215.1C).
The report shall summarize the performance of the collection or treatment system,as well as the extent to which
the facility was compliant with applicable Federal or State laws, regulations and rules pertaining to water quality.
The report shall be provided no later than sixty days after the end of the calendar or fiscal year,depending upon
which annual period is used for evaluation.
PART III
OTHER REQUIREMENTS
Section A. Construction
The Permittee shall not commence construction of wastewater treatment facilities,nor add to the plant's treatment
capacity,nor change the treatment process(es)utilized at the treatment plant unless the Division has issued an
Authorization to Construct(AtC)permit. Issuance of an AtC will not occur until Final Plans and Specifications for
the proposed construction have been submitted by the Permittee and approved by the Division.
Section B. Groundwater Monitoring
The Permittee shall,upon written notice from the Director of the Division of Water Quality,conduct groundwater
monitoring as may be required to determine the compliance of this NPDES permitted facility with the current
groundwater standards.
Section C. Changes in Discharges of Toxic Substances
The Permittee shall notify the Permit Issuing Authority as soon as it knows or has reason to believe (40 CFR 122.42):
a. That any activity has occurred or will occur which would result in the discharge, on a routine or frequent
basis,of any toxic pollutant which is not limited in the permit,if that discharge will exceed the highest of the
following "notification levels";
(1) One hundred micrograms per liter(100 µg/L);
(2) Two hundred micrograms per liter (200 µg/L) for acrolein and acrylonitrile; five hundred micrograms
per liter (500 leg/L) for 2.4-dinitrophenol and for 2-methyl-4.6-dinitrophenol;and one milligram per liter
(1 mg/L) for antimony;
(3) Five times the maximum concentration value reported for that pollutant in the permit application.
b. That any activity has occurred or will occur which would result in any discharge, on a non-routine or
infrequent basis, of a toxic pollutant which is not limited in the permit, if that discharge will exceed the
highest of the following"notification levels";
(1) Five hundred micrograms per liter (500 µg/L);
(2) One milligram per liter (1 mg/L) for antimony;
(3) Ten times the maximum concentration value reported for that pollutant in the permit application.
Section D. Evaluation of Wastewater Discharge Alternatives
The Permittee shall evaluate all wastewater disposal alternatives and pursue the most environmentally sound
alternative of the reasonably cost effective alternatives. If the facility is in substantial non-compliance with the terms
and conditions of the NPDES permit or governing rules,regulations or laws,the Permittee shall submit a report in
such form and detail as required by the Division evaluating these alternatives and a plan of action within 60 days of
notification by the Division.
Section E. Facility Closure Requirements
The Permittee must notify the Division at least 90 days prior to the closure of any wastewater treatment system
covered by this permit. The Division may require specific measures during deactivation of the system to prevent
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adverse impacts to waters of the State. This permit cannot be rescinded while any activities requiring this permit
continue at the permitted facility.
PART IV
SPECIAL CONDITIONS FOR MUNCIPAL FACILITIES
Section A. Publicly Owned Treatment Works (POTWs)
All POTWs must provide adequate notice to the Director of the following:
1. Any new introduction of pollutants into the POTW from an indirect discharger which would be subject to
section 301 or 306 of CWA if it were directly discharging those pollutants;and
2. Any substantial change in the volume or character of pollutants being introduced by an indirect discharger
as influent to that POTW at the.time of issuance of the permit.
3. For purposes of this paragraph,adequate notice shall include information on (1) the quality and quantity of
effluent introduced into the POTW,and (2) any anticipated impact of the change on the quantity or quality
of effluent to be discharged from the POTW.
Section B. Municipal Control of Pollutants from Industrial Users.
1. Effluent limitations are listed in Part I of this permit. Other pollutants attributable to inputs from
industries using the municipal system may be present in the Permittee's discharge. At such time as
sufficient information becomes available to establish limitations for such pollutants, this permit may be
revised to specify effluent limitations for any or all of such other pollutants in accordance with best
practicable technology or water quality standards.
• 2. Under no circumstances shall the Permittee allow introduction of the following wastes in the waste
treatment system:
a. Pollutants which create a fire or explosion hazard in the POTW, including, but not limited to,
wastestreams with a closed cup flashpoint of less than 140 degrees Fahrenheit or 60 degrees
Centigrade using the test methods specified in 40 CFR 261.21;
b. Pollutants which will cause corrosive structural damage to the POTW, but in no case Discharges
with pH lower than 5.0,unless the works is specifically designed to accommodate such Discharges;
c. Solid or viscous pollutants in amounts which will cause obstruction to the flow in the POTW
resulting in Interference;
d. Any pollutant, including oxygen demanding pollutants (BOD, etc.) released in a Discharge at a flow
rate and/or pollutant concentration which will cause Interference with the POTW;
e. Heat in amounts which will inhibit biological activity in the POTW resulting in Interference, but in
no case heat in such quantities that the temperature at the POTW Treatment Plant exceeds 40°C
(104°F)unless the Division,upon request of the POTW,approves alternate temperature limits;
f. Petroleum oil, nonbiodegradable cutting oil, or products of mineral oil origin in amounts that will
cause interference or pass through;
g. Pollutants which result in the presence of toxic gases, vapors, or fumes within the POTW in a
quantity that may cause acute worker health and safety problems;
h. Any trucked or hauled pollutants,except at discharge points designated by the POTW.
3. With regard to the effluent requirements listed in Part I of this permit, it may be necessary for the
Permittee to supplement the requirements of the Federal Pretreatment Standards (40 CFR, Part 403) to
ensure compliance by the Permittee with all applicable effluent limitations. Such actions by the Permittee
may be necessary regarding some or all of the industries discharging to the municipal system.
4. The Permittee shall require any industrial discharges sending influent to the permitted system to meet
Federal Pretreatment Standards promulgated in response to Section 307(b) of the Act.. Prior to accepting
wastewater from any significant industrial user, the Permittee shall either develop and submit to the
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Division a Pretreatment Program for approval per 15A NCAC 2H .0907(a) or modify an existing •
Pretreatment Program per 15A NCAC 2H.0907(b).
5. This permit shall be modified,or alternatively,revoked and reissued,to incorporate or modify an approved
POTW Pretreatment Program or to include a compliance schedule for the development of a POTW
Pretreatment Program as required under Section 402(b)(8) of the Clean Water Act and implementing
regulations or by the requirements of the approved State pretreatment program,as appropriate.
Section C. Pretreatment Programs
Under authority of sections 307(b) and (c) and 402(b)(8) of the Clean Water Act and implementing regulations 40
CFR Part 403, North Carolina General Statute 143-215.3 (14) and implementing regulations 15A NCAC 2H
.0900, and in accordance with the approved pretreatment program, all provisions and regulations contained and
referenced in the Pretreatment Program Submittal are an enforceable part of this permit.
The Permittee shall operate its approved pretreatment program in accordance with Section 402(b)(8) of the Clean
Water Act, the Federal Pretreatment Regulations 40 CFR Part 403, the State Pretreatment Regulations 15A
NCAC 2H .0900, and the legal authorities, policies, procedures, and financial provisions contained in its
pretreatment program submission and Division approved modifications there of. Such operation shall include
but is not limited to the implementation of the following conditions and requirements:
1. Sewer Use Ordinance (SUO)
The Permittee shall maintain adequate legal authority to implement its approved pretreatment program.
2. Industrial Waste Survey(IWS)
The Permittee shall update its Industrial Waste Survey (NUS) to include all users of the sewer collection
system at least once every five years.
3. Monitoring Plan
The Permittee shall implement a Division approved Monitoring Plan for the collection of facility specific
data to be used in a wastewater treatment plant Headworks Analysis (HWA) for the development of
specific pretreatment local limits. Effluent data from the Plan shall be reported on the DMRs (as required
by Part II,Section D,and Section E.5.).
4. Headworks Analysis (HWA) and Local Limits
The Permittee shall obtain Division approval of a Headworks Analysis (HWA) at least once every five
years, and as required by the Division. Within 180 days of the effective date of this permit (or any
subsequent permit modification) the Permittee shall submit to the Division a written technical evaluation
of the need to revise local limits (i.e., an updated HWA or documentation of why one is not needed) [40
CFR 122.42]. The Permittee shall develop,in accordance with 40 CFR 403.5(c) and 15A NCAC 2H.0909,
specific Local Limits to implement the prohibitions listed in 40 CFR 403.5(a) and (b) and 15A NCAC 2H
.0909.
5. Industrial User Pretreatment Permits (IUP) &Allocation Tables
In accordance with NCGS 143-215.1,the Permittee shall issue to all significant industrial users,permits for
operation of pretreatment equipment and discharge to the Permittee's treatment works. These permits
shall contain limitations, sampling protocols, reporting requirements, appropriate standard and special
conditions, and compliance schedules as necessary for the installation of treatment and control
technologies to assure that their wastewater discharge will meet all applicable pretreatment standards and
requirements. The Permittee shall maintain a current Allocation Table (AT) which summarizes the results
of the Headworks Analysis (HWA) and the limits from all Industrial User Pretreatment Permits (IUP).
Permitted IUP loadings for each parameter cannot exceed the treatment capacity of the POTW as
determined by the HWA.
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6. Authorization to Construct(A to C)
The Permittee shall ensure that an Authorization to Construct permit (AtC) is issued to all applicable
industrial users for the construction or modification of any pretreatment facility. Prior to the issuance of
an AtC, the proposed pretreatment facility and treatment process must be evaluated for its capacity to
comply with all Industrial User Pretreatment Permit(IUP)limitations.
7. POTW Inspection&Monitoring of their SIUs
The Permittee shall conduct inspection, surveillance, and monitoring activities as described in its Division
approved pretreatment program in order to determine, independent of information supplied by industrial
users,compliance with applicable pretreatment standards. The Permittee must:
a. Inspect all Significant Industrial Users (SIUs) at least once per calendar year;and
b. Sample all Significant Industrial Users (SIUs) at least twice per calendar year for all permit-
limited pollutants, once during the period from January 1 through June 30 and once during the
period from July 1 through December 31,except for organic compounds which shall be sampled
once per calendar year;
8. SIU Self Monitoring and Reporting
The Permittee shall require all industrial users to comply with the applicable monitoring and reporting
requirements outlined in the Division approved pretreatment program, the industry's pretreatment permit,
or in 15A NCAC 2H.0908.
9. Enforcement Response Plan(ERP)
The Permittee shall enforce and obtain appropriate remedies for violations of all pretreatment standards
promulgated pursuant to section 307(b) and (c) of the Clean Water Act (40 CFR 405 et. seq),prohibitive
discharge standards as set forth in 40 CFR 403.5 and 15A NCAC 2H .0909, and specific local limitations.
All enforcement actions shall be consistent with the Enforcement Response Plan (ERP) approved by the
Division.
10. Pretreatment Annual Reports (PAR)
The Permittee shall report to the Division in accordance with 15A NCAC 2H .0908. In lieu of submitting
annual reports, Modified Pretreatment Programs developed under 15A NCAC 2H .0904 (b) may be
required to meet with Division personnel periodically to discuss enforcement of pretreatment requirements
and other pretreatment implementation issues.
For all other active pretreatment programs,the Permittee shall submit two copies of a Pretreatment Annual
Report (PAR) describing its pretreatment activities over the previous twelve months to the Division at the
following address:
NC DENR/ DWQ /Pretreatment Unit
1617 Mail Service Center
Raleigh,NC 27699-1617
These reports shall be submitted according to a schedule established by the Director and shall contain the
following:
a.) Narrative
A brief discussion of reasons for, status of, and actions taken for all Significant Industrial
Users (SIUs)in Significant Non-Compliance (SNC);
b.) Pretreatment Program Summary (PPS)
A pretreatment program summary (PPS) on specific forms approved by the Division;
c.) Significant Non-Compliance Report (SNCR)
The nature of the violations and the actions taken or proposed to correct the violations on
specific forms approved by the Division;
d.) Industrial Data Summary Forms (IDSF)
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Monitoring data from samples collected by both the POTW and the Significant Industrial
User (SIU). These analytical results must be reported on Industrial Data'Summary Forms
(IDSF) or other specific format approved by the Division;
e.) Other Information
Copies of the POTW's allocation table,new or modified enforcement compliance schedules,
public notice of SIUs in SNC, and any other information, upon request, which in the
opinion of the Director is needed to determine compliance with the pretreatment
implementation requirements of this permit;
11. Public Notice
The Permittee shall publish annually a list of Significant Industrial Users (SIUs) that were in Significant
Non-Compliance (SNC) as defined in the Permittee's Division approved Sewer Use Ordinance with
applicable pretreatment requirements and standards during the previous twelve month period. This list
shall be published within four months of the applicable twelve-month period.
12. Record Keeping
The Permittee shall retain for a minimum of three years records of monitoring activities and results, along
with support information including general records,water quality records,and records of industrial impact
on the POTW.
13. Funding and Financial Report
The Permittee shall maintain adequate funding and staffing levels to accomplish the objectives of its
approved pretreatment program.
14. Modification to Pretreatment Programs
Modifications to the approved pretreatment program including but not limited to local limits
modifications, POTW monitoring of their Significant Industrial Users (SIUs), and Monitoring Plan
•
modifications,shall be considered a permit modification and shall be governed by 15 NCAC 2H.0114 and
15A NCAC 2H.0907.
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ASSOCIATES
May 9, 2003 __ _ _-. _._ ,
1 r r
Mr.David A. Goodrich, P.E. ; u+ '1 2 t1-003
North Carolina Department of Environment,
and Natural Resources
Division of Water Quality/NPDES Unit
512 North Salisbury Street, Suite 942
Raleigh,North Carolina 27604
RE: Request for Authorization To Construct
Proposed Dechlorination Facilities
Third Creek Wastewater Treatment Plant
City of Statesville,North Carolina
Dear Mr. Goodrich:
Please find enclosed three (3) sets of plans, specifications, and design calculations for the
above referenced project that we have recently completed for the City of Statesville. The project
involves the construction of a dechlorination facility at the Third Creek WWTP, comprised of a
new fiberglass building on a concrete pad, chemical feed pumps and piping, and related
appurtenances. The project will allow the City to feed sodium bisulfite to the plant effluent prior
to discharging to Third Creek.
These improvements are being constructed in response to recommendations made by
NCDWQ after an inspection of the facility by Mr. John Lesley on August 21, 2002. After this
inspection, it was recommended by NCDWQ that an "Authorization To Construct be obtained
for the permanent installation and continuous operation of sodium bisulfite addition."
Should you have any questions or need any additional information, please do not hesitate
to contact us.
Sincerely,
McGILL ASSOCIATES, P.A.
14d14.1 die4
MICHAEL S. APKE, P.E.
Project Engineer
cc: Joe Hudson
Jerry Byerly
Andy Lovingood
Projects/2002/02731/dg09may3.doc
Engineering • Planning • Finance
McGill Associates, P.A. • P.O. Box 2259, Asheville, NC 28802 • 55 Broad Street, Asheville, NC 28801
828-252-0575 • FAX [phone]

•
State of North Carolina ��
Department of Environment
ep u`� / • •
and Natural Resources
Division of Water Quality ()'
_ �f)IVMEIYf�4
O11RCES
Michael F. Easley, Governor ^.+SAL OFFICE
William G. Ross, Jr., Secretary NcDENR
Alan W. Klimek, P.E., Director
` une 25, 2003 JUN 2 7 2003
Mr. L.F. Hudson /
Water Resources Director ,
City of Statesville
P.O. Box 1111 \
Statesville, NC 28687
Subject: ATC Request Acknowledgment
NPDES Permit NC0020591
ATC Number 020591A01
Third Creek WWTP
Iredell County
Dear Mr. Hudson:
The Division of Water Quality's NPDES Unit hereby acknowledges receipt of your request for
Authorization to Construct in accordance with NPDES Permit Number NC0020591. This
application has been assigned the number highlighted above.
Please be aware that the Division's regional office, copied below, must provide recommendations
from the Regional Supervisor prior to final action by the Division.
The ATC review process generally takes 90 days from the date your complete submittal is
received, however, due to current staff shortages that review period may take longer. Should any
additional information be required, the review engineer will contact you. If you have any
questions,please contact Mr. Mark McIntire at [phone] ext. 508.
PLEASE REFER TO THE ABOVE APPLICATION NUMBER WHEN MAKING ANY
INQUIRIES ABOUT THIS APPLICATION.
Sincerely,
Ariocpitd. qaratow.k.,
David A. Goodrich
Supervisor, NPDES Unit
cc: imenommument
NPDES Unit Permit File
Mr. Michael S. Apke, P.E. - McGill Associates
P.O. Box 2259
Asheville, NC 28801
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper

DESIGN CALCULATIONS
DECHLORINATION FACILITY
THIRD CREEK WWTP
CITY OF STATESVILLE, NORTH CAROLINA
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ASSOCIATES
Engineering • Planning • Finance ..4. 4`��,
55 Broad Street 0 5- 0 7- 03
Asheville, North Carolina 28801
02731
MAY 2003

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ASSOCIATES
Engineering • Planning • Finance CALCULATED BY: MA CHECKED BY:
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55 Broad Street,Asheville,NC 28801 828-252-0575 Fax [phone]
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323E/D manual control variable speed pump
• 313D pumphead produces flow rates to 2000m1/min
hour
• 27:1 speed control ratio
• Snap-fit 313X extension pumpheads provide up to six channels
.'°! - • Two year comprehensive warranty warranty
Digital speed control from 15 to 400rpm in 5rpm steps. Instantly reversible, rapid-loading 313 flip-top
pumphead accepts seven tube sizes. Switchable between 100-120V or 220-240V.
~�----�� 323E drives may also be fitted with 314 four roller pumpheads if lower pulsing is required, or with 313D2 or
323E/D 314D2 pumpheads which accept 3/32" (2.4mm)thick wall tubing for higher pressure operation or pumping
more viscous fluids.
See the 300 series drive and pumpheads section on page 7 for details.
For tubing for the 323E/D, see table on page 9.
323E/D flow rate ranges(ml/min)
Pump Speed range 1/s0, 1/32. 1/16 1/8., 3/16 1/4 5/16
0.5mm 0.8mrr. 1.6nim 3 2mm 4.8rnm 6 4mm 8.Or.,m
323E/D 15 to 400rpm 0 45-12 1 1-28 4.1-110 15-400 33-880 54 1400 75-200(
Ordering information for 323E/D pumps
Pump Pumphead fitted Speed range Supply Product code
323E/D 313D three roller pumphead 15 to 400rpm 100-120/220-240V 50/60Hz 1 ph 100VA 030.3124.3DA
Extension pumpheads Product code
313X three-roller extension pumphead(maximum five-see page 8)
033 3431 OOA
323E/D specifications
Weight 10.31bs
Dimensions(inches) H5.2 x W9.1 x L8.9
Control ratio 27:1
Standards IEC 335-1,EN60529(IP31Wipedown)CE
many
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